HomeMy WebLinkAboutWPO201300023 Plan - Other (not approved) 2013-08-05Edenbrook Park
White Hall Magesterial District — Albemarle County, Viriginia
March 20, 2013
Job # 12221
Revised: August 2, 2013
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 2 of 7
Project Description:
This project proposes the construction of 84 apartments with associated public utilities, stormwater
management, public streets, and parking in the Old Trail Village development. This project is designated
as blocks 20 and 21 in the General Transect Zone Design Guideline category consisting of 5.42 acres
and is zoned Neighborhood Model District. It is anticipated that construction will begin in late spring/early
summer 2013 and be completed in a year. Approximately 5.53 acres will be disturbed during construction.
At the completion of this project, approximately 2.91 acres of impervious area will be added. All perimeter
control will be installed as the first step in construction and additional controls will be installed as needed
and warranted.
Existing Conditions:
The site currently is a partially wooded, partially overgrown pasture, and partially maintained grass area in
the Old Trail development. An unnamed tributary to Slabtown Branch flows from Northwest to Southeast
adjacent to the site with a small branch beginning on the site. There is a 100' stream buffer associated
with the tributary and finger branch. Slopes vary widely, ranging from 2:1 to less than 24:1. The site
generally drains to the South to the tributary. With the exception of the Old Trail Drive storm sewer and
finger branch, there are no drainage conveyances on the site. Overall, the site has established vegetation
on the majority of the site. The engineer recommends that the owner and/or contractor have the clearing
limits marked in the field by a surveyor using standard survey markings prior to the start of construction.
See Stormwater Management section for discussion of Pre -developed drainage.
Adjacent Property:
The site is bordered by Old Trail Drive to the North and by the remaining land of March Mountain
Properties, LLC on all remaining sides. A well maintained construction entrance built with the County
required paved wash rack should prevent sedimentation on Old Trail Drive from construction traffic. The
unnamed tributary to Slabtown Branch is to the South of the site and will be protected by sediment traps
and diversions as shown on the plan.
Off -site Areas:
Neither a borrow nor spoil area will be needed for this project; however, should the need for a borrow or
spoil site arise, then that site will be required to be permitted by Albemarle County.
Soils:
Some of the soils on this site have been previously disturbed by grading operations; however, according
to the NRCS Web Soil Survey there are 3 soil types of the site: Dyke silt loam, abbreviated 25B, Dyke
clay loam, abbreviated 26C3, and Hayesvillage loam, abbreviated 36C. Dyke silt loam has 2 to 7 percent
slopes, is well drained, and has a Ksat ranging from 0.57 to 1.98 in/hr. Dyke clay loam has 7 to 15
percent slopes, is well drainage, and has a Ksat ranging from 0.57 to 1.98 in/hr. Hayesvillage loam has 7
to 15 percent slopes, is well drained, and has a Ksat ranging from 0.57 to 1.98 in/hr. All three soils are
Hydrologic Soil Group B.
Critical Erosion Areas:
Critical erosion areas are all slopes steeper than 3:1, the 50' stream buffer, and the 100' stream buffer.
The contractor shall have the 50' stream buffer flagged by a surveyor using standard survey markings
prior to the start of construction. It is recommended that the contractor have the 100' stream buffer
flagged by a surveyor using standard survey markings prior to the start of construction to prevent
disturbance in this buffer area not shown on the approved plans. Slopes shall be surface roughened and
seeded immediately after the completion of grading with seeding and mulching as indicated on the plans.
Failure to stabilize the site will result in blanket matting being required for all slopes steeper than 3:1.
I
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 3 of 7
Erosion and Sediment Control Measures:
All measures shall be installed and maintained per the Virginia Erosion and Sediment Control Handbook.
The contractor shall name a Responsible Land Disturber (RLD), who will be responsible for installing
Erosion and Sediment Controls as the first step in construction, as then shall be responsible for additional
control as needed and as shown on the plan, and for maintenance of all controls through construction
activities. The RLD shall install additional controls as directed by the Engineer and the County, and as
site conditions warrant.
Structural Practices:
Note: Quoted Maintenance procedures are from the Virginia Erosion and Sediment Control Handbook -Third Edition-1992. Please
refer to the Virginia Erosion and Sediment Control Handbook -Third Edition for specifics on each measure.
1. Construction Entrance (VESCH# 3.02):
A Construction Entrance is proposed to prevent sediment from being deposited on any public road by
construction traffic throughout the entire project. This measure shall be installed as the first step in
construction and removed only after the grading is complete and the final surface of all travel ways is
ready to be placed. Please see the Albemarle County Paved Wash Rack Detail. "The entrance shall
be maintained in a condition which will prevent tracking or flow of mud onto public rights -of -way. This
may require periodic top dressing with additional stone or the washing and reworking of existing stone
as conditions demand and repair and/or cleanout of any structures used to trap sediment. All material
spilled, dropped, washed, or traced from vehicles onto roadways or into storm drains must be
removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto
roadways will not be permitted under any circumstances."
2. Construction Road Stabilization (VESCH# 3.03):
Construction Road Stabilization is proposed on all parking and travel ways on the site once sub -grade
has been reached but before final surface is applied to provide quick stabilization. The base stone
shall serve as the Construction Road Stabilization. All base stone shall be VDOT 21-B. "Both
temporary and permanent roads and parking areas may require periodic top dressing with new
gravel. Seeded areas adjacent to the roads and parking areas should be checked periodically to
ensure that a vigorous stand of vegetation is maintained. Roadside ditches and other drainage
structures should be checked regularly to ensure that they do not become clogged with silt or other
debris."
3. Silt Fence (VESCH# 3.05):
Silt Fence is proposed at the toe of all slopes and on the property line where sheet flow is expected to
catch sediment throughout the entire project. Silt fence shall be installed before any grading or
grubbing begins and should only be removed after areas draining to it are adequately stabilized. "1.
Silt fences shall be inspected immediately after each rainfall and at least daily during prolonged
rainfall. Any required repairs shall be made immediately. 2. Close attention shall be paid to the repair
of damaged silt fence resulting from end runs and undercutting. 3. Should the fabric on a silt fence
decompose or become ineffective prior to the end of the expected usable life and the barrier still be
necessary, the fabric shall be replaced promptly. 4. Sediment deposits should be removed after each
storm event. They must be removed when the deposits reach approximately one-half the height of the
barrier. 5. Any sediment deposits remaining in place after the silt fence is no longer required shall be
dressed to conform with the existing grade, prepared, and seeded."
E
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 4 of 7
Structural Practices continued:
Note: Quoted Maintenance procedures are from the Virginia Erosion and Sediment Control Handbook -Third Edition-1992. Please
refer to the Virginia Erosion and Sediment Control Handbook -Third Edition for specifics on each measure.
4. Inlet Protection (VESCH# 3.07):
Inlet Protection is proposed at every inlet located on the site to prevent sediment from entering storm
inlets and pipes. "1. The structure shall be inspected after each rain and repairs made as needed. 2.
Sediment shall be removed and the trap restored to its original dimensions when the sediment has
accumulated to on half the design depth of the trap. Removed sediment shall be deposited in a
suitable area and in such a manner that it will not erode. 3. Structures shall be removed and the area
stabilized when the remaining drainage area has been properly stabilized."
5. Temporary Diversion Dike (VESCH# 3.09):
Temporary Diversion Dikes are proposed to prevent runoff from reaching adjoiners and to assist in
directing stormwater to the Temporary Sediment Traps. "The measure shall be inspected after every
storm and repairs made to the dike, flow channel, outlet or sediment trapping facility, as necessary.
Once every two weeks, whether a storm event has occurred or not, the measure shall be inspected
and repairs made if needed. Damages caused by construction traffic or other activity must be
repaired before the end of each working day."
6. Temporary Sediment Trap (VESCH# 3.13):
Three sediment traps are proposed in conjunction with Temporary Diversion Dikes to trap sediment
laden runoff and detain it to promote settlement of sediment. All traps are designed have 134 cubic
yards of total storage per acre (67 cubic yards of wet storage and 67 cubic yards of dry storage. "1.
Sediment shall be removed and the trap restored to its original dimensions when the sediment has
accumulated to one half the design volume of the wet storage. Sediment removal from the basin shall
be deposited in a suitable area and in such a manner that it will not erode and cause sedimentation
problems. 2. Filter stone shall be regularly checked to ensure that filtration performance is
maintained. Stone choked with sediment shall be removed with sediment shall be removed and
cleaned or replaced. 3. The structure should be checked regularly to ensure that it is structurally
sound and has not been damaged by erosion or construction equipment. The height of the stone
outlet should be checked to ensure that its center is at least 1 foot below the top of the embankment."
7. Stormwater Conveyance Channel (VESCH# 3.17):
Stormwater Conveyance Channels are proposed to direct concentrated runoff exiting the bioretention
filters to the creek. This measure shall be installed before each bioretention filter is installed. "Grass -
lined Channels During the initial establishment, grass -lined channels should be repaired immediately
and grass re-established if necessary. After grass has become established, the channel should be
checked periodically to determine if the grass is withstanding flow velocities without damage. If
channel is to be mowed, it should be done in a manner that will not damage the grass." "Sediment
Deposition If the channel is below a high sediment -producing area, sediment should be trapped
before it enters the channel. Field experience has demonstrated that many newly constructed
conveyance channels become damaged and require costly repairs as a result of improper upslope
controls. If sediment is deposited in a grass -lined channel, it should be removed promptly to prevent
damage to the grass. Sediment deposited in riprap and concrete -lined channels should be removed
when it reduces the capacity of the channel."
I
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 5 of 7
Structural Practices continued:
Note: Quoted Maintenance procedures are from the Virginia Erosion and Sediment Control Handbook -Third Edition-1992. Please
refer to the Virginia Erosion and Sediment Control Handbook -Third Edition for specifics on each measure.
8. Outlet Protection (VESCH# 3.18):
Outlet Protection is proposed at the outlet of all pipes on the site to slow velocities and prevent scour
throughout the entire project. Outlet protection shall be installed on all new storm systems before the
system is made operational. "Once a riprap installation has been completed, it should require very
little maintenance. It should, however, be inspected periodically to determine if high flows have
caused scour beneath the riprap or filter fabric or dislodged any of the stone. Care must be taken to
properly control sediment -laden construction runoff which may drain to the point of the new
installation. If repairs are needed, they should be accomplished immediately."
9. Surface Roughening (VESCH# 3.29):
Surface Roughening is proposed on all cut and fill slopes on site to assist with seeding and slope
stabilization.
10. Tree Preservation and Protection (VESCH# 3.38):
Tree Preservation and Protection is proposed on specific trees in the project area. Trees outside the
Limits of Clearing and Grading shall be protected from damage during construction. Tree
Preservation and Protection is specifically not shown on some trees because work must be done
between the trunk and the drip edge.
Vegetative Practices:.
Note: Quoted Maintenance procedures are from the Virginia Erosion and Sediment Control Handbook -Third Edition-1992. Please
refer to the Virginia Erosion and Sediment Control Handbook -Third Edition for specifics on each measure.
1. Topsoiling (VESCH# 3.30)
Prior to Permanent Seeding (final phase), topsoil shall be placed over all disturbed areas to be
seeded or landscaped.
2. Temporary Seeding (VESCH# 3.31):
Temporary Seeding is proposed in areas that are not ready for permanent stabilization but will not be
disturbed for a period of 30 days or longer (all phases). All temporarily seeded areas shall be
inspected periodically to ensure a good stand of vegetation. Any barren areas shall be reseeded
immediately. Water seeded areas as needed. The Temporary Seeding mix and application rates are
shown on the plans.
3. Permanent Seeding (VESCH# 3.32):
Permanent Seeding is proposed for the entire site once final grade is reached or for areas that will not
be disturbed for a period longer than 6 months (all phases). All permanently seeded areas shall be
inspected periodically to ensure a good stand of vegetation. Any barren areas shall be reseeded
immediately. Water seeded areas as needed. The permanent seeding mix and application rates are
shown on the plans. "Even with careful, well -planned seeding operations, failures can occur. When it
is clear that plants have not germinated on an area or have died, these areas must be reseeded
immediately to prevent erosion damage. However, it is extremely important to determine for what
reason germination did not take place and make any corrective action necessary prior to reseeding
the area. Healthy vegetation is the most effective erosion control available."
0
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 6 of 7
Vegetative Practices%
Note: Quoted Maintenance procedures are from the Virginia Erosion and Sediment Control Handbook -Third Edition-1992. Please
refer to the Virginia Erosion and Sediment Control Handbook -Third Edition for specifics on each measure.
4. Mulching (VESCH# 3.35)
Mulching is to be placed over all disturbed areas that have been seeded (Temporary or Permanent)
to provide protection for the seed. Straw mulching must be anchored. Mulching application rates are
shown on the plan. "All mulches and soil coverings should be inspected periodically (particularly after
rainstorms) to check for erosion. When erosion is observed in mulched areas, additional mulch
should be applied. Nets and mats should be inspected after rainstorms for dislocation or failure. If
washouts or breakage occur, re -install netting or matting as necessary after repairing damage to the
slope or ditch. Inspections should take place up until grasses area firmly established. Where mulch is
used in conjunction with ornamental plantings, inspect periodically throughout the year to determine if
mulch is maintaining coverage of the soil surface; repair as needs."
Permanent Stabilization:
Once the site has been brought to final grade and gravel has been placed, Topsoil shall be spread on all
disturbed areas evenly. Fertilizer, seed, and a covering shall then be installed in accordance with
permanent seeding (VESCH# 3.32) following application rates shown on the plan. Soil testing shall be
done to determine the correct rate of fertilizer. Roads and travel ways will be stabilized according to the
11 plan with asphalt, concrete, or gravel. The surfaces shall be installed according to the details shown on
the plans and specifications.
Stormwater Management:
Stormwater Management is accomplished through the use of four bioretention filters with R-Tank HD or
equal storage chambers underneath the media. They are denoted on the plan as Bio-filter A, B, C, and D.
All storm sewer inlets and systems were designed using the Rational Method and are in accordance with
VDOT Policy. Please see inlet calculations and analysis, storm sewer calculations, and roof drain
calculations attached with this narrative.
For stormwater quality management, this site falls into Situation 2 in the Performance Based Method in
the Virginia Stormwater Management Handbook. The applicable area for this site is 6.14 acres (the
disturbed area shown on the Erosion and Sediment Control Plan and undisturbed areas inside the parcel
boundary). The pre -developed applicable area has 3.12 acres of old pasture and 3.01 acres of wooded
area. The post -developed applicable area has 2.91 acres of buildings, roads, parking lots, sidewalks, and
other impervious area and 3.23 acres of grassed or wooded areas. Per the Performance Based Method,
the site must remove 3.95 lbs of phosphorous per year. The four bioretention filters are designed based
on 5% of the contributing impervious area for a 65% removal efficiency. Per the attached calculations, the
bio-filters remove a total of 4.02 Ibs of phosphorous per year.
The SCS 24-hour method was used to determine the pre -developed and post -developed runoff rates
used for stormwater quantity management design. The site consists entirely of hydrologic soil group B
soils. Pre -developed rates were determined for each bio-filter drainage area assuming a wooded area in
good condition. Bio-filter A has a drainage area of 1.50 acres, a pre -developed time of concentration of 10
minutes, and a composite curve number of 55. The 2-year pre -developed peak discharge is 0.538 cfs,
and the 10-year pre -developed peak discharge is 2.489 cfs for Bio-filter A. Bio-filter B has a drainage area
of 0.33 acres, a pre -developed time of concentration of 10 minutes, and a composite curve number of 55.
The 2-year pre -developed peak discharge is 0.118 cfs, and the 10-year pre -developed peak discharge is
0.547 cfs for Bio-filter B. Bio-filter C has a drainage area of 0.93 acres, a pre -developed time of
a
Erosion and Sediment Control Narrative
Edenbrook Park
White Hall Magisterial District — Albemarle County, Virginia
March 20, 2013
Job # 12221
Page 7 of 7
Stormwater Management continued:
concentration of 10 minutes, and a composite curve number of 55. The 2-year pre -developed peak
discharge is 0.333 cfs, and the 10-year pre -developed peak discharge is 1.543 cfs for Bio-filter C. Bio-
filter D has a drainage area of 1.55 acres, a pre -developed time of concentration of 10 minutes, and a
composite curve number of 55. The 2-year pre -developed peak discharge is 0.556 cfs, and the 10-year
pre -developed peak discharge is 2.572 cfs for Bio-filter D.
Post -developed rates were determined for each bio-filter drainage area using a composite curve number
based on the land cover of each area. Composite curve number calculations area shown in the attached
calculations. The post -developed time of concentration is 7 minutes and the composite curve number is
81 for Bio-filter A. The 2-year post -developed peak discharge is 4.456 cfs, and the 10-year post -
developed peak discharge is 8.211 cfs for Bio-filter A. The post -developed time of concentration is 5
minutes and the composite curve number is 69 for Bio-filter B. The 2-year post -developed peak discharge
is 0.599 cfs, and the 10-year post -developed peak discharge is 1.329 cfs for Bio-filter B. The post -
developed time of concentration is 5 minutes and the composite curve number is 87 for Bio-filter C. The
2-year post -developed peak discharge is 3.637 cfs, and the 10-year post -developed peak discharge is
6.134 cfs for Bio-filter C. The post -developed time of concentration is 5 minutes and the composite curve
number is 66 for Bio-filter D. The 2-year post -developed peak discharge is 2.344 cfs, and the 10-year
post -developed peak discharge is 5.590 cfs for Bio-filter D.
Each bio-filter is designed with the R-Tank HD under the media. There will be two risers in each facility.
The first will divert the 2-year and 10-year storm events into the R-Tank HD. The second will act as the
emergency spillway for any event larger than the 10-year storm. The 100-year check storm is routed
separately from the 2-year and 10-year storms. This routing assumes that there no R-Tank HDs under the
media; therefore, the routings do not reflect any of the R-Tank HD storage. All bio-filters except Bio-filter B
have one foot of freeboard on the 100-year check storm. Bio-filter B cannot be graded to allow one foot of
freeboard. The bio-filters detain the 2-year and 10-year events back to below pre -developed levels.
Outfall channels direct the runoff from the bio-filter to the stream. These channels are designed using the
routed discharge from each bio-filter. A lining and channel analysis were completed using the Federal
Highway Administration Hydraulic Tool Box. Details of the bio-filters are shown on the plan. Detailed
calculations area attached. A summary of each routing follows:
Bio-filter QZ (cfs) Q10 (cfs)
A 0.503 2.400
B 0.022 0.512
C 0.292 1.371
D 0.092 1.755
Maintenance:
The Responsible Land Disturber shall check all Erosion and Sediment Controls daily, and after each
significant rainfall. Monitoring reports required under the VSMP Permit are also required for Erosion and
Sediment Control inspections/monitoring. Deficiencies shall be repaired immediately. See structural
practices for specific maintenance items. All seeded areas shall be checked weekly, and shall be re-
seeded and mulched as necessary. See structural practices for discussion of removal of measures.
\\Nsl\smpl documents\2013\2013 E&S Narrative\12221 E&S NARR 020713.doc
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17,
Hydraulic Analysis Report
Project Data
Project Title: Project - 12221
Designer:
Project Date: Tuesday, March 05, 2013
Project Units: U.S. Customary Units
Notes: Revised 2013-07-22
Curb and Gutter Analysis: Inlet 3 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0200 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 4.5764 (ft)
Gutter Result Parameters
Design Flow: 1.2000 (cfs)
Gutter Depression: 1.4999 (in)
Area of Flow: 0.3431 (ft^2)
Eo (Gutter Flow to Total Flow): 0.9138
Gutter Depth at Curb: 2.6440 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 10.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 1.2000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
cm
Curb and Gutter Analysis: Inlet 2 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0200 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 3.6410 (ft)
Gutter Result Parameters
Design Flow: 0.9000 (cfs)
Gutter Depression: 1.5000 (in)
Area of Flow: 0.2631 (ft^2)
Eo (Gutter Flow to Total Flow): 0.9655
Gutter Depth at Curb: 2.4102 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 8.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.9000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
14
Curb and Gutter Analysis: Inlet 6 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0475 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 1.6603 (ft)
Gutter Result Parameters
Design Flow: 0.5000 (cfs)
Gutter Depression: 1.4999 (in)
Area of Flow: 0.1537 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.9150 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 8.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.5000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
I(
�r
Curb and Gutter Analysis: Inlet 5 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0475 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 1.5271 (ft)
Gutter Result Parameters
Design Flow: 0.4000 (cfs)
Gutter Depression: 1.4999 (in)
Area of Flow: 0.1493 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.8817 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 8.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.4000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
cm
1�
�r
Curb and Gutter Analysis: Inlet 11 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0010 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Design Flow: 1.9000 (cfs)
Gutter Result Parameters
Width of Spread: 12.6343 (ft)
Gutter Depression: 1.5000 (in)
Area of Flow: 1.7877 (ft^2)
Eo (Gutter Flow to Total Flow): 0.4646
Gutter Depth at Curb: 4.6585 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 50.0000 %
Inlet Type: Curb Opening
Length of Inlet: 10.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 13.6000 (ft)
Effective Perimeter: 6.8000 (ft)
Area: 5.0000 (ft-2)
Effective Area: 2.5000 (ft^2)
Depth at curb face (upstream of local depression): 0.2453 (ft)
Computed Width of Spread at Sag: 5.7740 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
Rn
�1
Curb and Gutter Analysis: Inlet 10 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0010 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 9.9416 (ft)
Gutter Result Parameters
Design Flow: 1.1000 (cfs)
Gutter Depression: 1.5000 (in)
Area of Flow: 1.1545 (ft-2)
Eo (Gutter Flow to Total Flow): 0.5757
Gutter Depth at Curb: 3.9853 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 50.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 7.6000 (ft)
Effective Perimeter: 3.8000 (ft)
Area: 2.0000 (ft^2)
Effective Area: 1.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.2511 (ft)
Computed Width of Spread at Sag: 6.0550 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
em
_ Curb and Gutter Analysis: Inlet 19 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0370 (ft/ft)
Cross -Slope of Pavement: 0.0215 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 1.6003 (ft)
Gutter Result Parameters
Design Flow: 0.4000 (cfs)
Gutter Depression: 1.4839 (in)
Area of Flow: 0.1512 (ft"2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.8968 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 50.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 7.6000 (ft)
Effective Perimeter: 3.8000 (ft)
Area: 2.0000 (ft^2)
Effective Area: 1.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.1279 (ft)
Computed Width of Spread at Sag: 1.5354 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
I
fq
Curb and Gutter Analysis: Inlet 17 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0010 (ft/ft)
Cross -Slope of Pavement: 0.0500 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 5.5033 (ft)
Gutter Result Parameters
Design Flow: 0.9000 (cfs)
Gutter Depression: 0.7999 (in)
Area of Flow: 0.8238 (ft^2)
Eo (Gutter Flow to Total Flow): 0.7485
Gutter Depth at Curb: 4.1019 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 50.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter. 7.6000 (ft)
Effective Perimeter: 3.8000 (ft)
Area: 2.0000 (ft^2)
Effective Area: 1.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.2197 (ft)
Computed Width of Spread at Sag: 3.0607 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
cm
1-0
Curb and Gutter Analysis: Inlet 16 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0218 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 1.5864 (ft)
Gutter Result Parameters
Design Flow: 0.3000 (cfs)
Gutter Depression: 1.5000 (in)
Area of Flow: 0.1512 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.8966 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 6.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.3000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
�,l
Curb and Gutter Analysis: Inlet 15 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0218 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 1.5864 (ft)
Gutter Result Parameters
Design Flow: 0.3000 (cfs)
Gutter Depression: 1.5000 (in)
Area of Flow: 0.1512 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.8966 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 6.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.3000 (cfs)
Bypass Flow: 0.0000 (cfs)
Efficiency: 1.0000
M
ZZ
Curb and Gutter Analysis: Inlet 14 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0010 (ft/ft)
Cross -Slope of Pavement: 0.0500 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Design Flow: 0.4000 (cfs)
Gutter Result Parameters
Width of Spread: 3.8350 (ft)
Gutter Depression: 0.8000 (in)
Area of Flow: 0.4343 (ft^2)
Eo (Gutter Flow to Total Flow): 0.8992
Gutter Depth at Curb: 3.1010 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 0.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 7.6000 (ft)
Effective Perimeter: 7.6000 (ft)
Area: 2.0000 (ft^2)
Effective Area: 2.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.0806 (ft)
Computed Width of Spread at Sag: 0.9672 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
cm
Curb and Gutter Analysis: Inlet 13 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0010 (ft/ft)
Cross -Slope of Pavement: 0.0200 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 8.2192 (ft)
Gutter Result Parameters
Design Flow: 0.7000 (cfs)
Gutter Depression: 1.5199 (in)
Area of Flow: 0.8022 (ft^2)
Eo (Gutter Flow to Total Flow): 0.6756
Gutter Depth at Curb: 3.4925 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 0.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 7.6000 (ft)
Effective Perimeter: 7.6000 (ft)
Area: 2.0000 (ft^2)
Effective Area: 2.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.1170 (ft)
Computed Width of Spread at Sag: 1.4047 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
Curb and Gutter Analysis: Inlet 23 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0267 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 4.3666 (ft)
Gutter Result Parameters
Design Flow: 1.3000 (cfs)
Gutter Depression: 1.4999 (in)
Area of Flow: 0.3236 (ft^2)
Eo (Gutter Flow to Total Flow): 0.9268
Gutter Depth at Curb: 2.5916 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 10.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 1.2994 (cfs)
Bypass Flow: 0.0006 (cfs)
Efficiency: 0.9995
T,
Curb and Gutter Analysis: Inlet 22 Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0475 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Width of Spread: 2.6046 (ft)
Gutter Result Parameters
Design Flow: 1.0000 (cfs)
Gutter Depression: 1.4999 (in)
Area of Flow: 0.1957 (ft^2)
Eo (Gutter Flow to Total Flow): 0.9967
Gutter Depth at Curb: 2.1511 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 10.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.9968 (cfs)
Bypass Flow: 0.0032 (cfs)
Efficiency: 0.9968
Curb and Gutter Analysis: Inlet 11A Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0450 (ft/ft)
Cross -Slope of Pavement: 0.0208 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
Design Flow: 0.6000 (cfs)
Gutter Result Parameters
Width of Spread: 1.7959 (ft)
Gutter Depression: 1.5000 (in)
Area of Flow: 0.1586 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.9490 (in)
Inlet Input Parameters
Inlet Location: Inlet on Grade
Inlet Type: Curb Opening
Length of Inlet: 8.0000 (ft)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Intercepted Flow: 0.5988 (cfs)
Bypass Flow: 0.0012 (cfs)
Efficiency: 0.9980
Curb and Gutter Analysis: Inlet 11 B Analysis
Notes:
Gutter Input Parameters
Longitudinal Slope of Road: 0.0244 (ft/ft)
Cross -Slope of Pavement: 0.0100 (ft/ft)
Depressed Gutter Geometry
Cross -Slope of Gutter: 0.0833 (ft/ft)
Manning's n: 0.0150
Gutter Width: 2.0000 (ft)
'*4*•► Design Flow: 0.3000 (cfs)
Gutter Result Parameters
Width of Spread: 1.5532 (ft)
Gutter Depression: 1.7600 (in)
Area of Flow: 0.1587 (ft^2)
Eo (Gutter Flow to Total Flow): 1.0000
Gutter Depth at Curb: 1.9464 (in)
Inlet Input Parameters
Inlet Location: Inlet in Sag
Percent Clogging: 50.0000 %
Inlet Type: Curb Opening
Length of Inlet: 4.0000 (ft)
Curb opening height: 5.0000 (in)
Local Depression: 1.0000 (in)
Inlet Result Parameters
Perimeter: 7.6000 (ft)
Effective Perimeter: 3.8000 (ft)
-- Area: 2.0000 (ft^2)
Effective Area: 1.0000 (ft^2)
Depth at curb face (upstream of local depression): 0.1056 (ft)
Computed Width of Spread at Sag: 1.2674 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
ZF)
N
Runoff
Storm Sewer Pipe Calculations
From
Structure
To
Structure
DA
(acres)
Coefficient
CA
Inlet T�
Rainfall
Intensity
Q10pi�
Invert
Elevations
C
Incremental
Accumulated
(mins)
110
(in/hr)
(cfs)
Upper Lower
Length Slope
(ft) (ft/ft)
3
2
2
0.46
0.65
0.30
0.30
7.00
End
End
6
1
0 32
0.70
0.22
0.52
7.16
6.07
1.80
671.40
671.00
42.2
0.00949
5
5
0.16
0.75
0.12
0.12
5.00
6.07
3.15
670.90
665.00
102.8
0.05738
116
4
11A
0.13
0.75
0.10
0.22
5.17
6.67
6.67
0.80
665.77
665.41
36.0
0.01000
11A
11
0.08
0•86
0.07
0.07
5.00
6.67
1.46
665.31
665.00
88.5
0.00350
11
10
0.18
0.84
0.15
0.22
5.19
6.67
0.48
658.96
658.58
38.2
0.00994
10
9
0.46
0.62
0.29
0.51
5.30
6.67
1.46
658.38
656.71
46.9
0.03558.
19
18
0 21
0 80
0 17
0.67
5.36
6.67
3.37
656.51
655.55
36.0
0.02667
17
18
0.15
0.70
0.10
0.10
5.00
6.67
4.50
655.43
650.00
82.6
0.06577
18
16
0.29
0.80
0.23
0.23
5.26
6.67
0.69
664.74
661.01
89.4
0.04171
16
15
0.07
0.90
0.06
0 39
5.43
6.67
1.54
661.81
661.01
53.6
0.01493
15
14
012
0.70
0 08
0.48
5.73
6.67
2.63
660.91
659.27
109.E
0. 014949 7
14
13
0.08
0.80
0.06
0.54
5.82
6.67
3.17
659.17
658.62
36.4
0.01
13
12
0.12
0.87
0.10
0.64
5.98
6.67
3.60
658.52
655.80
84.6
0.03214
23
22
0.25
0.75
0.19
0.83
6.17
6.35
4.29
655.60
651.50
116.3
0.03526
22
21
0.61
0.55
0 34
5.18
5.26
651.40
650.00
75.0
0.01866
21
20
0.34
0.70
.
024
0.58
11.76
5.18
1.74
688.61
669.29
386.4
0.05000
0.00
0.00
0.00
0.58
11.97
2.98
664.70
664.00
69.6
0.01006
5.18
2.98
663.80
660.79
141.7
0.02125
7/31/2013 7:23 AM
Pipe
Diameter
Pipe
Capacity
Velocity
Flow Time (mins)
(in)
(cfs)
(fps)
Remarks
Incremental
Accumulated
15
15
6.31
15.516
4.43
0.16
7.16
HDPE
15
6.47
9.9
3.59
0.17
7.33
HDPE
15
6.426
4.24
0.17
0.35
5.17
HDPE
15
6.996
3.30
0.19
5.51
HDPE
15
13.236
7.10
0.11
5.19
HDPE
15
18.32
11.38
0.05
5.30
HDPE
15
16.611
11.51
0.12
536
HDPE
15
13.228
5.69
0.26
5.48
HDPE
15
8.574
5.29
0.17
5.26
HDPE
15
8.585
6.15
0.30
5.43
HDPE
15
8.625
.62
6.49
0.09
5.73
HDPE
15
2.58
8.85
0.16
5.82
HDPE
15
15.02
0.4
10.41
0.19
5.98
HDPE
15
8;U'
0.17
6.17
HDPE
15
15.69
8.43
0.76
6.33
HDPE
15
7.038
5 5
0.21
11.76
HDPE
15
7.23
10.229
0.23
11.97
HDPE
12.21
HDPE
P:\2012\12221\Design Files\Excel\12221 Storm Calculations
0
Sheet Flow
ID Runoff
Length (ft) Coefficient, C Slope (fttft) Tt (mins) Length (ft)
Inlet 3 22 0.3 0.020 5.78 59.5
Inlet 23 50.9 0.3 0.02 8.22 25.4
i � 3/15/2013 2:40 PM
ie of Concentration, T, (mins)
Shallow Concentrated Flow
Slope (ft/ft) Velocity (fps)
0.5 12.0
0.12 5.7
Channel Flow
T� (mins)
Length (ft)
Elevation
T, (mins)
T� (mins)
Use Tc
(mins)
Change (ft)
0.08
221
9
1.83
7.7
7.0
0.07
258
5
2.73
11.0
11.0
\\NS1\Cadd Files\2012\12221\Design Files\Excel\12221 Storm Calculations 030513
1of1
Roof Drain Pine Calculations
From
Structure
To
Structure
DA
acres
(acres)
Runoff
Coefficient
CA
Inlet TC
(mins)
Rainfall
Intensity 110
(in/hr)
Q�oP;pe
(cfs)
Length
(ft)
Min.
Slope
(ft/ft)
Pipe
Diameter
(in)
Pipe
Capacity
(cfs)
Remarks
C
Incremental
Accumulate
42
41
0.12
0.90
0.11
0.11
5.00
6.67
0.72
161.3
0.01
8
1.2
PVC
41
40
0.00
0.00
0.00
0.11
5.00
6.67
0.72
61.8
0.01
8
1.2
PVC
39
38
0.12
0.90
0.11
0.11
5.00
6.67
0.72
122.0
0.01
8
1.2
PVC
38A
38
0.03
0.90
0.03
0.03
5.00
6.67
0.18
19.3
0.01
6
0.5
PVC
38
13
0.00
0.00
0.00
0.14
5.00
6.67
0.90
32.7
0.01
8
1.2
PVC
34
33
0.06
0.90
0.05
0.05
5.00
6.67
0.36
101.3
0.01
8
1.2
PVC
33A
33
0.06
0.90
0.05
0.05
5.00
6.67
0.36
94.8
0.01
8
1.2
PVC
33
32
0.00
0.00
0.00
0.11
5.00
6.67
0.72
69.5
0.01
8
1.2
PVC
32A
32
0.06
0.90
0.05
0.05
5.00
6.67
0.36
81.3
0.01
8
1.2
PVC
32
31
0.05
0.90
0.05
0.21
5.00
6.67
1.38
81.1
0.01
10
2.2
PVC
31 A
31
0.01
0.90
0.01
0.01
5.00
6.67
0.06
11.5
0.01
6
0.5
PVC
31
30
0.00
0.00
0.00
0.22
5.00
6.67
1.44
85.6
0.01
10
2.2
PVC
37
36
0.09
0.90
0.08
0.08
5.00
6.67
0.54
178.3
0.01
8
1.2
PVC
36
6C
0.08
0.90
0.07
0.15
5.00
6.67
1.02
85.9
0.01
8
1.2
PVC
6C
6B
0.00
0.00
0.00
0.15
5.00
6.67
1.02
45.6
0.01
8
1.2
PVC
66
6A
0.13
0.90
0.12
0.27
5.00
6.67
1.80
17.7
0.01
10
2.2
PVC
35A
35
0.06
0.90
0.05
0.05
5.00
6.67
0.36
147.2
0.01
8
1.2
PVC
35
6A
0.17
0.75
0.13
0.18
6.00
6.35
1.15
79.9
0.01
10
2.2
PVC
6A
6
0
0
0
0.45
7.00
6.07
2.74
21.8
0.01
12
3.5
PVC
7/31/2013 10:58 AM P:\2012\12221\Design Files\Excel\12221 Storm Calculations 1 of 2
Stormwater Quality Calculations
Situation 2
Applicable Area (acres)
6.14
Post -developed Impervious Area Summary
(acres)
Buildings
0.76
Roads/ Parking /Concrete
2.15
Total
2.91
(post
47.4%
Iwatershed
16%
Lpre(watershed) (lbs/yr)
2.72
L=[0.05+(0.009"I )]'A*2.28
I -post (Ibs/yr)
6.67
RR (Ibs/year)
3.95
RR=(Lpost-Lpre(watershed))
EFF
59.2%
EFF-(RR/Lpost)*l 00
Proposed BMPs
Biofilter
DA (sf)
DA (acres)
Impervious
Area (sf)
Impervious
Area (acres)
% Impervious
(Ibmp)
Basin Bottom
Area (5 /o)
Lbmp (Ibs/yr)
Lremoved BMP
(Ibs/yr)
A
65268.5
1.50
36344.5
0.83
55.68
1817
1.88
1.22
B
14165.2
0.33
10358.3
0.24
73.12
518
0.53
0.34
C
40676.0
0.93
28305.6
0.65
69.59
1415
1.44
0.94
D
67413.0
1.55
45876.0
1.05
68.05
2294
2.34
1.52
Total Lremoved BMP (Ibs/yr) =
4.02
RR (Ibs/yr) =
3.95
Is Total Lremoved BMP greater thank RR?
Yes
w
"' 3/19/2013 3/19/2013 \\NS1\Cadd Files\2012\12221\Design Files\Excel\12221 Stormwater Quality Calculations 1 Of 1
Precipitation Frequency Data Server
Page 1 of 4
M
En
on
NOAA Atlas 14, Volume 2, Version 3
Location name: Crozet, Virginia, US*
Coordinates: 38.0537,-78.7091
Elevation: 635ft*
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
PF tabular
L. PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)'
Duration ^ Average recurrence
Interval ears
25 r50 �200�
500 1000
5-min 0.337 0.403 0.476 0.536 0.606 0.660 0.711 0.760 0.818 0.866
(0.305-0.373) (0.365-0.445) (0.430-0.525) (0.484-0.592) (0.544-0.668) (0.589-0.727) (0.630-0.785) (0.668-0.840) (0.710-0.909) (0.744 0.967)
10-min 0.538 0.644 0.762 0.858 0.966 1.05 1.13 1.20 1.29 1.36
(0.487-0.596) (0.584-0.712) (0.689-0.841) (0.774-0.947) (0.867-1.06) (0.938-1.16) I (1.D0-1.25) (1.06-1.33)1 (1.12-1.44) 0.17-1.52)
15-min 0.673 0.810 0.963 1.09 1.22 1.33 1.43 1.52 1.63 1.71
(0.608-0.745) (0.734-0.896) (0.871-1.06) (0.979-1.20) 0.10-1.35) 1. (1.19-1.47) (1.27-1.58) (1.34-1.68) (1.41-1.81) (1.47-1.91)
30-min 0.922 1.12 1.37 1.57 IF 1.81 2.00 2.19 2.37 2.59 2.77
(0.834-1.02) (1,01-1.24) (1.24-1.51) (1.42-1.74) (1.63-2.00) 1 (1.79-2.21) 1 (1.94-2.41) 11 (2.08-2.62) (2.25-2.88) (2.38-3.10)
60-min 1.15 1.40 1.76 2.05 2.41 2.72 3.01 11 3.32 3.72 4.05 (1.04-1.27) (1.27-1.55) 1 (1.59-1.94) 1 (1.85-2.26) (2.17-2.66) (2A2-2.99) 1 (2.67-3.33) (2.92-3.67) (3.23-4.13) 1 (3.48-4.52)
2-hr 1.3-71 1.67 2.10 2.47 2.95 3.34 3.75 4.18 4.76 5.26
L.(1.23-1.54) (1.49-1.87) (1.88-2.35) (2.20-2.76) (2.61-3.29) (2.94-3.74) (3.28-4.19) (3.62-4.68) (4.07-5.36) L(4.44-5.94)
3-hr 1.51 1.83 2.30 2.70 3.22 3.67 4.12 4.60 5.26 5.82
(1.35-1.70) (1.63-2.07) 1 (2.04-2.59) (2.39-3.04) (2.84-3.63) (3.21-4.12) 1 (3.59-4.64) 1 (3.96-5.19) (4.47-5.95) (4.89-6.62)
6-hr 1.95 2.36 2.94 1 3.46 4.16 4.77 5.41 6.11 7.11 7.99
(1.75-2.20) (2.11-2.66) (2.61-3.30) (3.07-3.89) (3.66-4.67) (4.16-5.35) (4.68-6.08) 1 (5.22-6.88) (5.96-8.04) 11 (6.60-9w)
12-hr 2.48 1 3.00 3.74 4.43 5.39 6.24 7.17 8.20 9.73 11.1
(2.21-2.83) (2.67-3.41) 1 (3.32-4.25) (3.91-5.02) (4.71-6.10) 1 (5.40-7.07) 1 (6.12-8.13) (6.89-9.31) (7.99-11.1) (8.96-12.7)
24-hr 3.06 3.70 4.72 5.56 6.81 7.87 9.05 10.3 12.3 13.9
(2.75-3.43) 1 (3.33-4.14) (4.23-5.28) (4.97-6.21) (6.04-7.59) (6.94-8.76) (7.90-10.1) (8.93-11.5) (10.4-13.6) (11.6-15.5)
2-day 3.60 4.36 5.54 6.50 7.88 9.04 10.3 11.7 13.7 15.3
(3.25-4.02) (3.93-4.87) (4.98-6.17) (5.82-7.24) (7.01-8.76) (7.99-10.0) (9.02-11.4) (10.1-13.0) (11.7-15.3) (13.0-17.2)
3-day 3.84 4.65 5.89 6.91 8.37 9.60 10.9 12.4 14.5 16.2 )
(3.48-4.26) (4.21-5.15) (5.33-6.53) (6.24-7.65) (7.51-9.26) (8.56-10.6) (9.66-12.1) (10.8-13.7) (12.5-16.1) (13.9-18.1
4-day 2-4. 4.93 6.24 7.32 8.86 10.2 11.5 13.1 15.2 17,1
(3.72-4.50) (4.50-5.44) (5.69-6.89) (6.65-8.06) (8.02-9.76) (9.13-11.2) (10.3-12.7) 11 (11.6-14.4) 1 (13.3-16.8) (14.8-18.9)
7-day 4.72 5.69F 7.11 8.26 9.91 11.3 12.7 14.3 16.5 18.3
(4.33-5.17) (5.22-6.22) (6.51-7.77) (7.54-9.03) (9.00-10.8) (10.2-12.3) (11.4-13.9) (12.7-15.6) (14.5-18.1) (16.0-20.2)
10-day 5.36 6.44 7.94 9.13 10.8 12.2 13.6 15.1 17.2 18.9
--7. 4--- (5.93-6.98) (7.30-8.60) (8.39-9.90) (9.87-11.7) (11.1-13.2) (12.3-14.7) (13.5-16.4) (15.3-18.7) (16.7-20.7)
20-day 7.04 8.39 10.1 11.5 13.3 44.7 16.2 17.7 19.7 21.3
(6.57-7.57) (7.84-9.02) (9.44-10.9) (10.7-12.3) (12.3-14.3) (13.6-15.8) (14.9-17.4) (16.2-19.1) (17.9-21.3) (19.3-23.1)
30-day 8 10.2 12.1 13.5 15.3 16.7 18.1 19.4 21.2 22.5
(8.11-9.23) (9.61-10.9) (11.3-12.9) (12.6-14.4) ('14.3-16.4) (15.6-17.9) (16.8-19.4) (18.0-20.8) (19.5-22.8) (20.7-24.3)
45-day 10.8 12.7 14.9 16.4 18.5 20.0 21.4 22.8 24.6 25.9 (10.2-11.5) (12.0-13.5) (14.0-15.8) (15.5-17.5) (17.3-19.6) (18.7-21.2) (20.0-22.8) (21.2-24.3) 11. (22.8-26.3) 11 (23.9-27.8)
60-day 12.7 14.9 17.1 18.8 20.9 22.5 23.9 25.3 27.1 28.4 (12.0-13.4) (14.1-15.7) (16.2-18.1) O7.8-19.9) 09.7-22.1) (21.1-23.7) (22.5-25.3) (23.7-26.8) (25.3-28.7) (26.4-30.1)
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
back i0 Top
PF graphical
http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=38.0537&lon=-78.7091&data=... 3/5/2013 �57-
M
on
IM
Chapter 2
Estimating Runoff
Table 2-2a Runoff curve numbers for urban areas y
Technical Release 55
Urban Hydrology for Small Watersheds
Curve numbers for
Cover description — ---hydrologic soil group ----
Average percent
Cover type and hydrologic condition impervious area?/ A
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) a,:
Poor condition (grass cover < 50%)..........................................
Fair condition (grass cover 50% to 75%)..................................
Good condition (grass cover > 75%) ...........................
..............
Impervious areas:
Paved parking lots, roofs, driveways, etc.
(excluding right-of-way).............................................................
Streets and roads:
Paved; curbs and storm sewers (excluding
right-of-way)................................................................................
Paved; open ditches (including right-of-way) ..........................
Gravel (including right -of -way) .................................................
Dirt (including right -of -way) ......................................................
Western desert urban areas:
Natural desert landscaping (pervious areas only) A/ .....................
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 2-inch sand or gravel mulch
andbasin borders)......................................................................
Urban districts:
Commercial and business.................................................................
Industrial.............................................................................................
Residential districts by average lot size:
1/8 acre or less (town houses)..........................................................
1/4 acre................................................................................................
1/3 acre................................................................................................
1/2 acre................................................................................................
1 acre...................................................................................................
2 acres..................................................................................................
Developing urban areas
Newly graded areas
(pervious areas only, no vegetation)
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
B C D
68
79
86
89
49
69
79
84
39
61
74
80
98
98
98
98
98
98
98
98
83
89
92
93
76
85
89
91
72
82
87
89
63
77
85
88
96
96
96
96
85
89
92
94
95
72
81
88
91
93
65
77
85
90
92
38
61
75
83
87
30
57
72
81
86
25
54
70
80
85
20
51
68
79
84
12
46
65
77
82
77 86 91 94
i Average runoff condition, and Ia = 0.2S.
2 The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious areas are
directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in
good hydrologic condition. CN's for other combinations of conditions may be computed using figure 2-3 or 24.
3 CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 24 based on the impervious area percentage
(CN = 98) and the pervious area CN. The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition.
5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 24 based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
(210-VI-TR-55, Second Ed., June 1986)
2-5
3
Chapter 2
Estimating Runoff
Technical Release 55
Urban Hydrology for Small Watersheds
Table 2-2b
Runoff curve numbers for cultivated agricultural lands Ir
Curve numbers for
—
Cover description
-- hydrologic soil group ----
Hydrologic
Cover type
Treatment v
condition 3'
A
B
C
D
Fallow
Bare soil
—
77
86
91
94
Crop residue cover (CR)
Poor
76
85
90
93
Good
74
83
88
90
Row crops
Straight row (SR)
Poor
72
81
88
91
Good
67
78
85
89
SR + CR
Poor
71
80
87
90
Good
64
75
82
85
Contoured (C)
Poor
70
79
84
88
Good
65
75
82
86
C + CR
Poor
69
78
83
87
Good
64
74
81
85
Contoured & terraced (C&T)
Poor
66
74
80
82
Good
62
71
78
81
C&T+ CR
Poor
65
73
79
81
Good
61
70
77
80
Small grain
SR
Poor
65
76
84
88
Good
63
75
83
87
SR + CR
Poor
64
75
83
86
Good
60
72
80
84
C
Poor
63
74
82
85
Good
61
73
81
84
C + CR
Poor
62
73
81
84
Good
60
72
80
83
C&T
Poor
61
72
79
82
Good
59
70
78
81
C&T+ CR
Poor
60
71
78
81
Good
58
69
77
80
Close -seeded
SR
Poor
66
77
85
89
or broadcast
Good
58
72
81
85
legumes or
C
Poor
64
75
83
85
rotation
Good
55
69
78
83
meadow
C&T
Poor
63
73
80
83
Good
51
67
76
80
1 Average runoff condition, and Ia=0.2S
2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year.
3 Hydraulic condition is based on combination factors that affect infiltration and runoff, including (a) density and canopy of vegetative areas,
(b) amount of year-round cover, (c) amount of grass or close -seeded legumes, (d) percent of residue cover on the land surface (good z 20%),
and (e) degree of surface roughness.
Poor: Factors impair infiltration and tend to increase runoff.
Good: Factors encourage average and better than average infiltration and tend to decrease runoff.
OM
2-6
(210-VI-TR-55, Second Ed., June 1986)
3q
Chapter 2 Estimating Runoff Technical Release 55
``W Urban Hydrology for Small Watersheds
Table 2-2c Runoff curve numbers for other agricultural lands 1/
Curve numbers for
- Cover description
hydrologic
soil group -----
Hydrologic
Cover type condition
A
B
C
D
Pasture, grassland, or range --continuous Poor
68
79
86
89
forage for grazing. V Fair
49
69
79
84
Good
39
61
74
80
Meadow —continuous grass, protected from —
30
58
71
78
grazing and generally mowed for hay.
Brush —brush -weed -grass mixture with brush Poor
48
67
77
83
the major element. 31 Fair
35
56
70
77
Good
3041
48
65
73
Woods —grass combination (orchard Poor
57
73
82
86
or tree farm). IV Fair
43
65
76
82
Good
32
58
72
79
Woods.& Poor
45
66
77
83
Fair
36
60
73
79
Vwr Good
30 4/
55
70
77
Farmsteads —buildings, lanes, driveways, —
59
74
82
86
and surrounding lots.
1 Average runoff condition, and Ia = 0.25.
3 Poor.- <5096) ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good.• > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <5096 ground cover.
Fair. 50 to 75% ground cover.
Good.• >75%ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50%woods and 50% grass (pasture) cover. Other combinations of conditions
may be computed
from the CN's for woods and pasture.
6 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good., Woods are protected from grazing, and litter and brush adequately cover the soil.
NM
(210-VI-TR-55, Second Ed., June 1986) 2_7
35
Hydraflow Table of Contents 12221 Stormwater Qauntity Management.gpw
Ivdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
2 - Year
HydrographReports..............................................................................................................
Hydrograph No. 1, SCS Runoff, Pre -developed BiofilterA.................................................
1
1
Hydrograph No. 2, SCS Runoff, Pre -developed Biofilter B.................................................
2
Hydrograph No. 3, SCS Runoff, Pre -developed Biofilter C.................................................
3
Hydrograph No. 4, SCS Runoff, Pre -developed Biofilter D.................................................
4
Hydrograph No. 5, SCS Runoff, Post -developed Biofilter A ................................................
5
Hydrograph No. 6, SCS Runoff, Post -developed Biofilter B................................................
6
Hydrograph No. 7, SCS Runoff, Post -developed Biofilter C...............................................
7
Hydrograph No. 8, SCS Runoff, Post -developed Biofilter D...............................................
8
Hydrograph No. 9, Reservoir, Biofilter A Route...................................................................
9
PondReport - Biofilter A...............................................................................................
10
PondReport - R-Tank A...............................................................................................
11
Hydrograph No. 10, Reservoir, Biofilter B Route...............................................................
12
PondReport - Biofilter B...............................................................................................
13
PondReport - R-Tank B...............................................................................................
14
Hydrograph No. 11, Reservoir, Biofilter C Route..............................................................
15
PondReport - Biofilter C...............................................................................................
16
PondReport - R-Tank C...............................................................................................
17
Hydrograph No. 12, Reservoir, Biofilter D Rout................................................................
18
PondReport - Biofilter D...............................................................................................
19
PondReport - R-Tank D...............................................................................................
20
10 -Year
HydrographReports............................................................................................................
Hydrograph No. 1, SCS Runoff, Pre -developed BiofilterA...............................................
21
21
Hydrograph No. 2, SCS Runoff, Pre -developed Biofilter B...............................................
22
Hydrograph No. 3, SCS Runoff, Pre -developed Biofilter C...............................................
23
Hydrograph No. 4, SCS Runoff, Pre -developed Biofilter D...............................................
24
Hydrograph No. 5, SCS Runoff, Post -developed Biofilter A ..............................................
25
Hydrograph No. 6, SCS Runoff, Post -developed Biofilter B..............................................
26
Hydrograph No. 7, SCS Runoff, Post -developed Biofilter C.............................................
27
Hydrograph No. 8, SCS Runoff, Post -developed Biofilter D.............................................
28
Hydrograph No. 9, Reservoir, Biofilter A Route.................................................................
29
Hydrograph No. 10, Reservoir, Biofilter B Route...............................................................
30
Hydrograph No. 11, Reservoir, Biofilter C Route..............................................................
31
Hydrograph No. 12, Reservoir, Biofilter D Rout................................................................
32
MIM
3(
Hydrograph Report 1
1ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
fir✓
Hyd. No. 1
Pre -developed Biofilter A
Hydrograph type
= SCS Runoff
Peak discharge
= 0.538 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 2,333 cuft
Drainage area
= 1.500 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
OM
Pre -developed Biofilter A
Hyd. No. 1 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)
31
Hydrograph Report 2
1ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
Hyd. No. 2
Pre -developed Biofilter B
Hydrograph type
= SCS Runoff
Peak discharge
= 0.118 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 513 cuft
Drainage area
= 0.330 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
Pre -developed Biofilter B
Hyd. No. 2 -- 2 Year
Q (Cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00 ' I i —_ _r _ _�I --- __. i�_. __.__l
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)
6
Hydrograph Report 3
'ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
W
Hyd. No. 3
Pre -developed Biofilter C
Hydrograph type
= SCS Runoff
Peak discharge
= 0.333 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 1,446 cuft
Drainage area
= 0.930 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Pre -developed Biofilter C
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
U 12U 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
— Hyd No. 3 Time (min)
39
Hydrograph Report 4
'ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
sww
Hyd. No. 4
Pre -developed Biofilter D
Hydrograph type
= SCS Runoff
Peak discharge
= 0.556 cfs
Storm frequency
= 2 yrs
Time to peak
= 724 min
Time interval
= 2 min
Hyd. volume
= 2,410 cuft
Drainage area
= 1.550 ac
Curve number
= 55
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 10.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
M M
Pre -developed Biofilter D
Hyd. No. 4 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00 1 I _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)
qO
Hydrograph Report
5
'ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
NOW
Hyd. No. 5
Post -developed Biofilter A
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.500 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.70 in
Distribution
Storm duration =
24 hrs
Shape factor
' Composite (Area/CN) = [(0.830 x 98) + (0.670 x 61)] / 1.500
Q (cfs)
5.03.00
2.00
1.00
0.00
A 4^^
Wednesday, 03 / 13 / 2013
= 4.456 cfs
= 718 min
= 10,192 cuft
= 81*
= Oft
= 7.00 min
= Type II
= 484
Post -developed Biofilter A
Hyd. No. 5 -- 2 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
rm
icv /-qv Snu 480 600 720 840 960 1080 1200 1320 1440 1560----
1%ww Hyd No. 5 Time (min)
q1
Hydrograph Report 6
s) Post -developed Biofilter B
Hyd. No. 6 -- 2 Year
lydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by
Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Hyd. No. 6
Post -developed Biofilter B
Hydrograph type =
SCS Runoff
Peak discharge
= 0.599 cfs
Storm frequency =
2 yrs
Time to peak
= 718 min
Time interval =
Drainage area =
2 min
0.330
Hyd. volume
= 1,208 cuft
Basin Slope =
ac
0.0 %
Curve number
Hydraulic length
= 69*
= 0 ft
Tc method =
Total precip. =
User
3.70 in
Time of conc. (Tc)
= 5.00 min
Storm duration =
24 hrs
Distribution
Shape factor
= Type II
= 484
Composite (Area/CN) = [(0.240 x 98) + (0.090 x 61)] / 0.330
Q (cf
1.00
1.00
0.80
0.80
0.70
_ 0.70
0.60
0.60
0.50
0.50
0.40
0.40
w. _ .�__.
0.30
-__ _._ .._
0.20
-- - 0.20
0.10
0.10
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
—"" Hyd No. 6 Time (min)
41
Hydrograph Report 7
'aydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
lyd. No. 7
Post -developed Biofilter C
H dro h -
y grap type
Storm frequency
- SCS Runoff
= 2 yrs
Peak discharge
= 3.637 cfs
Time interval
= 2 min
Time to peak
Hyd. volume
= 716 min
= 7,479 cuft
Drainage area
= 0.930 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
Total precip.
= User
= 3.70 in
Time of conc. (Tc)
= 5.00 min
Storm duration
= 24 hrs
Distribution
Shape factor
= Type II
= 484
Composite (Area/CN) = [(0.650 x 98) + (0.280 x 61)] / 0.930
Q (cfs)
4.00
3.00
2.00
1.00
MM
Post -developed Biofilter C
Hyd. No. 7 -- 2 Year
-- ---- - - ----- -_ -----
nAA
Q (Cfs)
4.00
3.00
2.00
1.00
nn
" �-V wv ZfOu buu 720 840 960 1080 1200 1320 vv
- Hyd No. 7 Time (min)
`13
Hydrograph Report
8
'ydraflow Hydrographs Extension for AutoCAD® Civil 300 2013 by Autodesk, Inc. v10
Hyd. No. 8
Post -developed Biofilter D
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
2 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.550 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
3.70 in
Distribution
Storm duration =
24 hrs
Shape factor
* Composite (Area/CN) = [(1.050 x 98) + (0.500 x 61)] / 1.550
Q (cfs)
3.00
2.00
1.00
RM
EM
Post -developed Biofilter D
Hyd. No. 8 -- 2 Year
Wednesday, 03 / 13 / 2013
= 2.344 cfs
= 718 min
= 4,807 cuft
= 66*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
3 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
Hyd No. 8 Time (min)
144
Hydrograph Report
'ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
INOW
Hyd. No. 9
Biofilter A Route
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
BpOnNwad
= Biofilter A
eo"nftsd
Inflow hyd.
= 5 - Post -developed Biofilter AOther Inflow hyd
Max. Elevation
= 666.29 ft
Max. Elevation
Max. Storage
= 3,500 cuft
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Ow
Biofilter A Route
Hyd. No. 9 -- 2 Year
Wednesday, 03 / 13 / 2013
= 0.503 cfs
= 756 min
= 7,694 cuft
= R-Tank A
= None
= 659.07 ft
= 2,266 tuft
Q (cfs)
5.00
4.00
3.00
2.00
1.00
rows
U iw z4u 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680v VV
-Nr.r - Hyd No. 9 - Hyd No. 5 I l 1 1 1 i P Total storage used = 5,766 cuft Time (min)
- Outflow Pond 1
45
Pond Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Pond No. 1 - Biofilter A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult)
Total storage (cult)
0.00 665.00 2,089 0
0
1.00 666.00 2,977 2,520
2,520
2.00 667.00 3,922 3,439
5,959
3.00 668.00 4,923 4,413
10,371
3.30 668.30 5,270 1,529
11,900
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 662.50
0.00
0.00
0.00
Length (ft)
= 1.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
v Stage (ft)
4.00
3.00
2.00
1.00
0.00 '
0.00 2.00
Total Q
10
Wednesday, 03 / 13 / 2013
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 6.28
0.00
0.00
0.00
Crest El. (ft)
= 666.00
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
___
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
-+.vu 0.uu 8.00
Stage / Discharge
Elev (ft)
569.00
668.00
667.00
666.00
665.00
10.00 12.00 14.00 16.00 18.00 20.00
Discharge (cfs)
q6
Pond Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Pond No. 2 - R-Tank A
Pond Data
UG Chambers -Invert elev. = 657.33 ft, Rise x Span = 5.58 x 13.13
ft, Barrel Len = 119.64 ft, No. Barrels = 1,
Slope = 0.50%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00 657.33
n/a
0
0.62 657.95
1.24 658.57
n/a
501
0
501
1.85 659.18
n/a
n/a
971
971
1,471
2.47 659.80
n/a
971
2,442
3,413
3.09 660.42
3.71 661.04
n/a
n/a
971
4,384
4.32 661.65
n/a
971
971
5,354
4.94 662.27
5.56
n/a
971
6,325
7,296
662.89
6.18 663.51
n/a
n/a
971
8,266
501
8,767
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C] [PrfRSr]
[A] [B]
[C] [D]
Rise (in) = 18.00 4.00
Span (in) = 18.00
7.00 0.00
Crest Len (ft)
= 6.28 0.00
0.00 0.00
4.00
No. Barrels = 1
7.00 0.00
Crest El. (ft)
= 666.51 0.00
0.00 0.00
1
Invert El. (ft) = 657.33 657.33
1 0
659.10 0.00
Weir Coeff.
Weir Type
= 3.33 3.33
= 1
3.33 3.33
Length (ft) = 45.00 1.00
1.00 0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.00 1.00
1.00 n/a
N-Value = .013 .013
.013 n/a
Orifice Coeff. = 0.60 0.60
0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a Yes
Yes No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0.00
C
Total Q
Stage / Discharge
L.uu
Elev (ft)
664.33
663.33
662.33
661.33
660.33
659.33
658.33
657."
2.50 3.00 3.50 4.00
Discharge (cfs)
q7
Hydrograph Re ort 12
V
ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk,Inc.v10
''err I
Wednesday, 03 / 13 / 2013
Hyd. No. 10
Biofilter B Route
Hydrograph type
Storm frequency
= Reservoir (Interconnected)
= 2
Peak discharge
= 0.022 cfs
Time interval
yrs
= 2 min
Time to peak
= 868 min
BfOnMasd
= Biofilter B
Hyd. volume
EOVAnEmad
= 423 cuft
= R-Tank B
Inflow hyd.
= 6 - Post -developed Biofilter Bother Inflow hyd.
= None
Max. Elevation
Max. Storage
= 663.20 ft
= 788 cuft
Max. Elevation
= 656.72 ft
Max. Storage
= 4 cuft
Interconnected Pond Routing. Storage Indication method used.
Om
Q (cfs)
-1 f)A
0.9C
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
Biofilter B Route
Hyd. No. 10 -- 2 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00._ - --- _
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
-- Hyd No. 10 - Hyd No. 6 I L 1 1 1 11 Total storage used = 792 cuft Time (min)
- Outflow Pond 3
q6
Pond Report
13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
;Pond No. 3 - Biofilter B
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 662.20 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult)
Total storage (cuft)
0.00 662.20 520 0
0
0.80 663.00 883 555
555
1.80 664.00 1,438 1,149
1,704
2.00 664.20 1,559 300
2,004
Wednesday, 03 / 13 / 2013
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 6.28
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 663.20
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 659.70
0.00
0.00
0.00
Weir Type
= 1
___
Length (ft)
= 1.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
MW
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
00 2.00
- Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.vv 6.00 8.00 10.00 12.00
Elev (ft)
664.20
664.00
663.80
663.60
663.40
663.20
663.00
662.80
662.60
662.40
662.20
14.00 16.00
Discharge (cfs)
`q
Pond Report 14
Hydraflow Hydrographs Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
,.Pond No. 4 - R-Tank B
Pond Data
UG Chambers -Invert elev. = 656.66 ft, Rise x Span = 2.82 x 5.25 ft, Barrel Len = 11.73 ft, No. Barrels = 1, Slope = 0.50%, Headers = No
Stage / Storage Table
Stage (ft)
Elevation
(ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00
656.66
n/a
0
0
0.29
0.58
656.95
657.24
n/a
16
16
0.86
657.52
n/a
n/a
18
18
34
1.15
657.81
n/a
18
51
69
1.44
1.73
658.10
658.39
n/a
18
87
2.02
658.67
n/a
n/a
18
18
105
2.30
658.96
18
122
2.59
659.25
n/a
18
40
158
2.88
659.54
n/a
16
174 1
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [BI
[C]
[D]
Rise (in)
Span (in)
= 18.00
= 18.00
3.50
Inactive
0.00
Crest Len (ft)
= 6.28 0.00
0.00
0.00
No. Barrels
= 1
3.50
0.00
0.00
Crest El. (ft)
= 663.33 0.00
0.00
0.00
Invert El. (ft)
= 656.66
1
565.66
1
0.00
0
0.00
Weir Coeff.
Weir Type
= 3.33 3.33
= 1
3.33
3.33
Length (ft)
= 82.00
1.00
1.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 2.02
1.00
1.00
n/a
N-Value
Orifice
= .013
.013
.013
n/a
Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage
= n/a
Yes
Yes
N
Stage (ft)
3.00
2.00
1.00
`err
0.00
C
- Total Q
o TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
- - V.�y v.au U.36 0.42 0.48 0.54
Elev (ft)
659.66
658.66
657.66
656.66
0.60
Discharge (cfs)
I
Hydrograph
Report
vdraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Hyd. No. 11
Biofilter C Route
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
DPOinMmd
= 2 min
= Biofilter C
Hyd. volume
Inflow hyd.
l2ovAnf'oad
= 7 - Post -developed Biofilter COther Inflow hyd.
Max. Elevation
Max. Storage
= 651.27 ft
= 2,706 cuft
Max. Elevation
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Q (cfs)
4.00
3.00
2.00
1.00
ie
Biofilter C Route
Hyd. No. 11 -- 2 Year
15
Wednesday, 03 / 13 / 2013
= 0.292 cfs
= 758 min
= 5,570 cult
= R-Tank C
= None
= 644.92 ft
= 2,128 cuft
Q (cfs)
4.00
3.00
2.00
1.00
.m
-+ou 0uu /1U 840 960 1080 1200 1320 1440 1560 1680v Vv
—Hyd No. 11 — Hyd No. 7 Time (min)
Y l l 1 1 1 1 Total storage used = 4,834 cuft
— Outflow Pond 5
51
Pond Report
16
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013
by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Pond No. 5 - Biofilter C
Pond Data
Contours -User-defined contour areas. Conic method used for volume
calculation. Begining Elevation = 650.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 650.00
1,515
0
1.00 651.00
2.00 652.00
2,394
3,330
1,938
0
1,938
3.00 653.00
3.05
4 ,323
2,81,
3,216
8,603
03
653.05
4,377
8,820
Culvert / Orifice Structures
Weir Structures
[A] [B]
[C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 18.00 0.00
Span (in) = 18.00
0.00 0.00
Crest Len (ft)
= 6.28 0.00
0.00 0.00
0.00
No. Barrels = 1
0.00 0.00
Crest El. (ft)
= 651.00 0.00
0.00 0.00
0
Invert El. (ft) = 647.50 0.00
0 0
0.00 0.00
Weir Coeff.
= 3.33 3.33
3.33 3.33
Length (ft) = 1.00 0.00
0.00 0.00
Weir Type
Multi -Stage
= 1
= Yes No
No
Slope (%) = 1.00 0.00
0.00 n/a
No
N-Value = .013 .013
.013 n/a
Orifice Coeff. = 0.60 0.60
0.60 0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a No
No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
_ Stage (ft)
A A
3.0(
2.00
1.00
0.00(
Stage / Discharge
Elev (ft)
654.00
653.00
652.00
351.00
Wu 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00650.00
--- Total Q Discharge (cfs)
5 Z
Pond Report
17
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by
Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Pond No. 6 - R-Tank C
Pond Data
Pond storage is based on user -defined values.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 643.23 n/a
0
0
3.54 646.78 n/a
4,465
4,465
Culvert / Orifice Structures
Weir Structures
[A] [Bl [Cl
[PrfRsrl
[A] [B]
[C] [D]
Rise (in) = 18.00 3.00 5.50
0.00
Crest Len (ft)
= 6.28 0.00
0.00 0.00
Span (in) = 18.00 3.00 5.50
0.00
Crest El. (ft)
= 651.42 0.00
0.00 0.00
No. Barrels = 1 1 1
0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 643.23 643.23 644.95
0.00
Weir Type
= 1 --
Length (ft) = 79.00 1.00 1.00
0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.00 1.00 1.00
n/a
N-Value = .013 .013 .013
n/a
Orifice Coeff. = 0.60 0.60 0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a Yes Yes
No
TW Elev. (ft)
= 0.00
Note: culveruorifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
``n. oge (ft)
4.00
3.00
2.00
1.00
0.00
0.00 0.50
- Total Q
Stage / Discharge
1.00
1.50
Elev (ft)
647.23
646.23
645.23
644.23
--1- 643.23
2.00
Discharge (cfs)
53
Hydrograph Report
18
ydraflow Hydrographs Extension for AutoCAD® Civil 3DO2013 by Autodesk, Inc. v10
140rr
Hyd. No. 12
Biofilter D Rout
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
BRAnNaind
= Biofilter D
L'ovAnfoed
Inflow hyd.
= 8 - Post -developed Biofilter DOther Inflow hyd
Max. Elevation
= 651.01 ft
Max. Elevation
Max. Storage
= 2,872 cuft
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Q (cfs)
„n
In
DO
1.00
11 1 O
Biofilter D Rout
Hyd. No. 12 -- 2 Year
Wednesday, 03 / 13 / 2013
= 0.092 cfs
= 870 min
= 1,984 cult
= R-Tank D
= None
= 642.90 ft
= 58 cuft
Q (cfs)
3.00
2.00
1.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
-- Hyd No. 12 - Hyd No. 8 1 1 1 1 f 1 1! Total storage used = 2,930 cuft Time (min)
- Outflow Pond 7
54
Pond Report
19
Hydraflow Hydrographs Extension for AutOCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Pond No. 7 - Biofilter D
Wednesday, 03 / 13 / 2013
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 650.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft)
Total storage (cuft)
0.00 650.00 2,473
1.00 651.00 0
3,183
0
2.00 2,820
652.00 3,971 3,570
2,820
6,390
2.97 652.97 4 7R9 A nor,
_
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
Span (in)
= 18.00
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 6.28
0.00
0.00
0.00
No. Barrels
= 1
0.00
0.00
0.00
Crest El. (ft)
= 651.00
0.00
0.00
0.00
Invert El. (ft)
= 647.50
0
0.00
0
0.00
0
0.00
Weir Coeff.
Weir Type
= 3.33
= 1
3.33
3.33
3.33
Length (ft)
= 1.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Contour)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
- Stage (ft)
3.0f
2.00
1.00
0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s)
Stage / Discharge
-� o.UU 7u.uu 12.00 14.00
Total Q
16.00 18.00
Elev (ft)
653.00
652.00
651.00
350.00
20.00
Discharge (cfs)
55
Pond Report 20
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
?ond No. 8 - R-Tank D
Pond Data
LIG Chambers -Invert elev. = 642.56 ft, Rise x Span = 4.20 x 9.19 ft, Barrel Len = 21.11 ft, No. Barrels = 1, Slope = 0.50%, Headers = No
Stage / Storage Table
Stage (ft)
Elevation
(ft)
Contour area (sgft)
Incr. Storage (cuft)
Total storage (cult)
0.00
642.56
n/a
0
0
0.43
642.99
n/a
73
73
0.86
643.42
n/a
84
157
1.29
1.72
643.85
644.28
n/a
84
240
2.15
644.71
n/a
n/a
84
84
324
2.58
645.14
n/a
84
407
491
3.01
645.57
n/a
84
575
3.44
646.00
n/a
84
658
3.88
646.43
n/a
84
742
4.31
646.87
n/a
73
815
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[A] [B]
[C]
[D]
Rise (in)
= 18.00
6.00
0.00
0.00
Crest Len (ft)
= 6.28 0.00
0.00
0.00
Span (in)
= 18.00
6.00
0.00
0.00
Crest El. (ft)
= 651.28 0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.33 3.33
3.33
3.33
Invert El. (ft)
= 642.56
642.56
0.00
0.00
Weir Type
= 1
Length (ft)
= 56.00
1.00
0.00
0.00
Multi -Stage
= Yes No
No
No
Slope (%)
= 1.00
1.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
' wwwOrifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage
= n/a
No
No
No
TW EI
Stage (ft)
S.00
4.00
3.00
2.00
1.00
0.00
--- Total Q
ev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
1.UU
1.50
Elev (ft)
647.56
646.56
645.56
644.56
643.56
642.56
2.00
Discharge (cfs)
5(0
Hydrograph Report
21
`fir fdraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc.
v10
Hyd. No. 1
Pre -developed Biofilter A
Hydrograph type =
Storm frequency =
SCS Runoff
10
Peak discharge
Time interval =
yrs
2 min
Time to peak
Drainage area =
1.500 ac
Hyd. volume
Curve number
Basin Slope =
Tc method =
0.0 %
User
Hydraulic length
Total precip. =
5.56 in
Time of conc. (Tc)
Distribution
Storm duration =
24 hrs
Shape factor
Q (cfs)
13
in
2.0a
1.00
Pre -developed Biofilter A
Hyd. No. 1 -- 10 Year
Wednesday, 03 / 13 / 2013
= 2.489 cfs
= 722 min
= 7,141 cult
= 55
= Oft
= 10.00 min
= Type II
= 484
Q (Cfs)
3.00
2.00
1.00
__V buu 120 840 960 1080 1200 1320 1440 1560J.00
Hyd No. 1 Time (min)
Si
Hydrogra h Re rt 22
V po
vdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Hyd. No. 2
Pre -developed Biofilter B
H dr h
y ograp type
Storm frequency
= SCS Runoff
= 10 yrs
Peak discharge
= 0.547 cfs
Time interval
= 2 min
Time to peak
Hyd. volume
= 722 min
= 1,571 cuft
Drainage area
= 0.330 ac
Curve number
= 55
Basin Slope
Tc method
= 0.0 %
Hydraulic length
= 0 ft
Total precip.
= User
= 5.56 in
Time of conc. (Tc)
= 10.00 min
Storm duration
= 24 hrs
Distribution
Shape factor
= Type II
= 484
Q (cfs)
1.0('
).9C
_ 0.8C
0.70
0.60
0.50
0.40
0.30
0.20
Pre -developed Biofilter B
Hyd. No. 2 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.10
0.00
0 120 240 360 480 600 720 840 9604L:L -
1080 1200 1320 1440 15600.00
- Hyd No. 2 Time (min)
5S
Hydrograph Report
23
draflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by
Autodesk, Inc. v10
Hyd. No. 3
Pre -developed Biofilter C
Hydrograph type =
Storm frequency =
SCS Runoff
10 yrs
Peak discharge
Time interval =
2 min
Time to peak
Drainage area =
Basin Slope
0.930 ac
Hyd. volume
Curve number
=
Tc method =
0.0 %
User
Hydraulic length
Total precip. =
5.56 in
Time of conc. (Tc)
Storm duration =
24 hrs
Distribution
Shape factor
em
1.00
ME
- Hyd No. 3
Pre -developed Biofilter C
Hyd. No. 3 -- 10 Year
Wednesday, 03 / 13 / 2013
= 1.543 cfs
= 722 min
= 4,427 cult
= 55
= Oft
= 10.00 min
= Type II
= 484
Q (Cfs)
2.00
1.00
/ZU t34U 960 1080 1200 1320 1440 1560J.00
Time (min)
Vi
Hydrograph
Report
Wraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
ow
Hyd. No. 4
Pre -developed Biofilter D
Hydrograph type
Storm frequency
= SCS Runoff
= 10 yrs
Peak discharge
Time interval
= 2 min
Time to peak
Drainage area
Basin Slope
= 1.550 ac
Hyd. volume
Curve number
Tc method
= 0.0 %
= User
Hydraulic length
Total precip.
= 5.56 in
Time of conc. (Tc)
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
12 n
M
OKI
1.00
A m$
— Hyd No. 4
Pre -developed Biofilter D
Hyd. No. 4 -- 10 Year
24
Wednesday, 03 / 13 / 2013
= 2.572 cfs
= 722 min
= 7,379 cult
= 55
= Oft
= 10.00 min
= Type II
= 484
Q (cfs)
3.00
2.00
1.00
lzu t54u 960 1080 1200 1320 1440 1560J.00
Time (min)
�d
Hydrograph Report
25
draflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Hyd. No. 5
Post -developed Biofilter A
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.500 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
5.56 in
Distribution
Storm duration =
24 hrs
Shape factor
' Composite (Area/CN) = [(0.830 x 98) + (0.670 x 61)] / 1.500
Q (cfs
10.00
MM
M
4.00
r M
Post -developed Biofilter A
Hyd. No. 5 -- 10 Year
Wednesday, 03 / 13 / 2013
= 8.211 cfs
= 718 min
= 18,976 cuft
= 81*
= Oft
= 7.00 min
= Type II
= 484
Q (cfs)
10.00
: IM
. IR
4.00
2.00
0.00 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)
(11
Hydrograph Report
26
Iraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
"Okw
Hyd. No. 6
Post -developed Biofilter B
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
0.330 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
5.56 in
Distribution
Storm duration =
24 hrs
Shape factor
Composite (Area/CN) = [(0.240 x 98) + (0.090 x 61)] / 0.330
Q (cfs
2.00
M
1.00
Post -developed Biofilter B
Hyd. No. 6 -- 10 Year
Wednesday, 03 / 13 / 2013
= 1.329 cfs
= 718 min
= 2,666 cult
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
- Hyd No. 6 Time (min)
Hydrograph Report 27
,draflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
Hyd. No. 7
Post -developed Biofilter C
Hydrograph type
= SCS Runoff
Peak discharge
= 6.134 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 12,968 cuft
Drainage area
= 0.930 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 5.56 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
" Composite (Area/CN) = [(0.650 x 98) + (0.280 x 61)j / 0.930
Q (cfs)
7.00
�6.00
Will]
3.00
2.00
1.00
Post -developed Biofilter C
Hyd. No. 7 -- 10 Year
Q (cfs)
7.00
M
5.00
4.00
3.00
2.00
1.00
0.00
0 120 240 360 480 600 720 840 960 1080 1200
ftw -Hyd No. 7 Time (min)
8
Hydrograph Report
28
,draflow Hydrographs Extension for AutoCAD® Civil 3130 2013 by Autodesk, Inc. v10
`W
Hyd. No. 8
Post -developed Biofilter D
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
10 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
1.550 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
5.56 in
Distribution
Storm duration =
24 hrs
Shape factor
Composite (Area/CN) = [(1.050 x 98) + (0.500 x 61)J / 1.550
Q (cfs
6.00
5.00
4.00
3.00
r M
1.00
Post -developed Biofilter D
Hyd. No. 8 -- 10 Year
Wednesday, 03 / 13 / 2013
= 5.590 cfs
= 718 min
= 11,179 cuft
= 66*
= Oft
= 5.00 min
= Type II
= 484
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 8
Time (min)
Gq
Hydrograph Report
e
,draflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
'fir.•
Hyd. No. 9
Biofilter A Route
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
BpOnNwd
= Biofilter A
L'o"nftad
Inflow hyd.
= 5 - Post -developed Biofilter AOther Inflow hyd
Max. Elevation
= 666.51 ft
Max. Elevation
Max. Storage
= 4,256 cuft
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Biofilter A Route
Wednesday, 03 / 13 / 2013
= 2.400 cfs
= 734 min
= 16,450 cuft
= R-Tank A
= None
= 661.08 ft
= 5,411 cuft
Q (cfs) Q (cfs)
Hyd. No. 9 -- 10 Year
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 60. 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 -Hyd No. 5 1 f Total storage used = 9,667 cuft Time (min)
Outflow Pond 1
(05
Hydrograph Report
30
'ydraflow Hydrographs Extension for AutoCAD® Civil 3D®2013 by Autodesk, Inc. v10
�lrr'
Hyd. No. 10
Biofilter B Route
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Bpptinfted
= Biofilter B
Eovlbnftad
Inflow hyd.
= 6 - Post -developed Biofilter Bother Inflow hyd
Max. Elevation
= 663.33 ft
Max. Elevation
Max. Storage
= 921 cuft
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Q (cfs)
2.00
I
0.00 ' '
0 120 240
—+' Hyd No. 10
Outflow Pond 3
Biofilter B Route
Hyd. No. 10 -- 10 Year
360 480 600
— Hyd No. 6
720
Wednesday, 03 / 13 / 2013
= 0.512 cfs
= 726 min
= 1,902 cuft
= R-Tank B
= None
= 659.50 ft
= 171 cult
Q (cfs)
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
1 l l I 1 1 !! Total storage used = 1,092 cult Time (min)
2
Hydrograph Report
31
*kW,
y Hyd. No. 11
Biofilter C Route
Hydrograph type
= Reservoir (Interconnected)
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
BppAnffved
= Biofilter C
Eoawbnftnd
Inflow hyd.
= 7 - Post -developed Biofilter COther Inflow hyd
Max. Elevation
= 651.42 ft
Max. Elevation
Max. Storage
= 3,125 cuft
Max. Storage
Interconnected Pond Routing. Storage Indication method used.
Q (cfs
7.00
6.00
5.00
Eller
3.00
2.00
1.00
Biofilter C Route
Hyd. No. 11 -- 10 Year
Wednesday, 03 / 13 / 2013
= 1.371 cfs
= 730 min
= 11,049 cult
= R-Tank C
= None
= 646.67 ft
= 4,328 cult
Q (cfs)
7.00
[:1<1Z�7
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Hyd No. 7 1 ► 1 I I I:.]i Total storage used = 7,453 cult Time (min)
Outflow Pond 5
0
Hydrograph Report
32
`iydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
,%W
Hyd. No. 12
Biofilter D Rout
Hydrograph type = Reservoir (Interconnected) Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
BpfAlnfted = Biofilter D EovAnEmad
Inflow hyd. = 8 - Post -developed Biofilter DOther Inflow hyd.
Max. Elevation = 651.28 ft Max. Elevation
Max. Storage = 3,811 cuft Max. Storage
Wednesday, 03 / 13 / 2013
= 1.755 cfs
= 728 min
= 8,383 cuft
= R-Tank D
= None
= 646.28 ft
= 707 cuft
Interconnected Pond Routing. Storage Indication method used.
Biofilter D Rout
Q (cfs) Hyd. No. 12 --10 Year
6.00
Q (cfs)
6.00
5.00
5.00
4.00
4.00
3.00
3.00
2.00
2.00
1.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Hyd No. 8 5'1.1 I 1 1 1.11 Total storage used = 4,517 cult Time (min)
Outflow Pond 7
I
Hydraflow Table of Contents 12221 Stormwater Qauntity Management 1 00-year check.gpw
'iydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
-� 100 - Year
HydrographReports.............................................................................................................. 1
Hydrograph No. 1, SCS Runoff, Post -developed Biofilter A ................................................ 1
Hydrograph No. 2, SCS Runoff, Post -developed Biofilter B................................................ 2
Hydrograph No. 3, SCS Runoff, Post -developed Biofilter C............................................... 3
Hydrograph No. 4, SCS Runoff, Post -developed Biofilter D............................................... 4
Hydrograph No. 5, Reservoir, Biofilter A Route................................................................... 5
Pond Report - Biofilter A Check...................................................................................... 6
Hydrograph No. 6, Reservoir, Biofilter B Route................................................................... 7
Pond Report - Biofilter B Check...................................................................................... 8
Hydrograph No. 7, Reservoir, Biofilter C Route.................................................................. 9
Pond Report - Biofilter C Check.................................................................................... 10
Hydrograph No. 8, Reservoir, Biofilter D Rout.................................................................. 11
Pond Report - Biofilter D Check.................................................................................... 12
M
Im
'�
fan
1
Hydrograph
Report
iydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
v Hyd. No. 1
Post -developed Biofilter A
Hydrograph type
= SCS Runoff
Peak discharge
= 15.42 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 36,692 cuft
Drainage area
= 1.500 ac
Curve number
= 81 *
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 7.00 min
Total precip.
= 9.05 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
* Composite (Area/CN) _ [(0.830 x 98) + (0.670 x 61)] / 1.500
Post -developed Biofilter A
Q (cfs)
Hyd. No. 1 -- 100 Year
Q cfs
( )
18.00
18.00
15.00
_
15.00
12.00
12.00
9.00
9.00
6.00
6.00
3.00
3.00
0.00
0.00
0 120 240 360 480
600 720 840 960 1080
1200 1320 1440
Hyd No. 1
-
Time (min)
_70
Hydrograph Report
2
lydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
11%w
Hyd. No. 2
Post -developed Biofilter B
Hydrograph type =
SCS Runoff
Peak discharge
Storm frequency =
100 yrs
Time to peak
Time interval =
2 min
Hyd. volume
Drainage area =
0.330 ac
Curve number
Basin Slope =
0.0 %
Hydraulic length
Tc method =
User
Time of conc. (Tc)
Total precip. =
9.05 in
Distribution
Storm duration =
24 hrs
Shape factor
* Composite (Area/CN) = ((0.240 x 98) + (0.090 x 61)] / 0.330
Q (cfs)
3.00
go
2.00
1.00
0.00 ' '
0 120 240
Hyd No. 2
Post -developed Biofilter B
Hyd. No. 2 -- 100 Year
360 480 600 720 840
Wednesday, 03 / 13 / 2013
= 2.900 cfs
= 716 min
= 5,902 tuft
= 69*
= Oft
= 5.00 min
= Type II
= 484
Q (Cfs)
3.00
2.00
1.00
0.00
960 1080 1200 1320 1440
Time (min)
Hydrograph Report 3
Aydraflow Hydrographs Extension for AutoCAD® Civil M 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
err
Hyd. No. 3
Post -developed Biofilter C
Hydrograph type
= SCS Runoff
Peak discharge
= 10.77 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 23,657 cuft
Drainage area
= 0.930 ac
Curve number
= 87*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 9.05 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Composite (Area/CN) _ [(0.650 x 98) + (0.280 x 61)) / 0.930
Post -developed Biofilter C
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
12.00 12.00
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
—`" — Hyd No. 3 Time (min)
Hydrograph Report 4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3138 2013 by Autodesk, Inc. v10 Wednesday, 03 / 13 / 2013
Hyd. No. 4
Post -developed Biofilter D
Hd
y rograph type
Storm frequency
= SCS Runoff
= 100
Peak discharge
= 12.72 cfs
Time interval
yrs
= 2 min
Time to peak
Hyd. volume
= 716 min
= 25,757 cuft
Drainage area
= 1.550 ac
Curve number
= 66*
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
Total precip.
= User
= 9.05 in
Time of conc. (Tc)
= 5.00 min
Storm duration
= 24 hrs
Distribution
Shape factor
= Type II
= 484
" Composite (Area/CN) = [(1.050 x 98) + (0.500 x 61)] / 1.550
Q (cfs)
14.00
' 12.00
10.00
F-MITI,
. ��
4.00
2.00
M full
Post -developed Biofilter D
Hyd. No. 4 -- 100 Year
Q (cfs)
14.00
12.00
10.00
e
we]
4.00
O
t nn
� V Oou 4rw buu 720 840 960 1080 1200 1320 1440v vv
—` — Hyd No. 4 Time (min)
Hydrograph Report
5
fdraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Hyd. No. 5
Biofilter A Route
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 1 - Post -developed Biofilter AMax. Elevation
Reservoir name
= Biofilter A Check Max. Storage
Storage Indication method used.
Q (cfs)
18.00
15.00
12.00
M
. m
3.00
Biofilter A Route
Hyd. No. 5 -- 100 Year
Wednesday, 03 / 13 / 2013
= 14.18 cfs
= 720 min
= 32,453 cuft
= 667.29 ft
= 7,200 cuft
Q (cfs)
18.00
15.00
12.00
. $f
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Hyd No. 1 11 11 1 1 6 Total storage used = 7,200 cuft Time (min)
11
Pond Report
6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Pond No. 1 - Biofilter A Check
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 665.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cuft)
0.00 665.00
2,089
0
0
1.00 666.00
2.00
2,977
2,520
2,520
667.00
3.00 668.00
3,922
4,923
3,439
5,958
3.30 668.30
5,270
4,413
1,529
10,371
11,900
Culvert / Orifice Structures
Weir Structures
[A] IB]
[C] [PrfRsr]
[A] [B]
[C] [D]
Rise (in) = 18.00 0.00
0.00 0.00
Crest Len (ft)
= 6.28 0.00
0.00 0.00
Span (in) = 18.00 0.00
0.00 0.00
Crest El. (ft)
= 666.51 0.00
0.00 0.00
No. Barrels = 1 0
0 0
Weir Coeff.
= 3.33 3.33
3.33 3.33
Invert El. (ft) = 657.33 0.00
0.00 0.00
Weir Type
= 1 -_
__
Length (ft) = 45.00 0.00
0.00 0.00
Multi -Stage
= Yes No
No No
Slope (%) = 1.00 0.00
0.00 n/a
N-Value = .013 .013
.013 n/a
Orifice Coeff. = 0.60 0.60
0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multi -Stage = n/a No
No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc)
control. Weir risers checked for orifice conditions (ic) and submergence (s).
y Stage (ft)
3.00
2.00
1.00
0.00
Stage / Discharge
Elev (ft)
669.00
668.00
667.00
666.00
).00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 665.00
-- Total Q Discharge (cfs)
75'
Hydrograph Report
7
. -- -r-- - ........... y --van, pill.. V IV
Hyd. No. 6
Biofilter B Route
Hydrograph type = Reservoir Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 2 - Post -developed Biofilter BMax. Elevation
Reservoir name = Biofilter B Check Max. Storage
Storage Indication method used.
Q (cfs)
3.00
2.00
1.00
mm
Biofilter B Route
Hyd. No. 6 -- 100 Year
Wednesday, 03 / 13 / 2013
= 2.845 cfs
= 718 min
= 5,002 cuft
= 663.59 ft
= 1,238 cuft
Q (cfs)
3.00
2.00
1.00
rr"
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440--__
---- Hyd No. 6 Hyd No. 2 1t i I 1111 Total storage used = 1,238 cuft Time (min)
Pond Report
s
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc. v10
Pond No. 3 - Biofilter B Check
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 662.20 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 662.20 520 0 0
0.80 663.00 883 555 555
1.80 664.00 1,438 1,149 1,704
2.00 664.20 1,559 300 2,004
Culvert / Orifice Structures
[A]
[B]
[C]
[PrfRsr]
Rise (in)
= 18.00
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 656.66
0.00
0.00
0.00
Length (ft)
= 82.00
0.00
0.00
0.00
Slope (%)
= 2.02
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
waw
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0.00
0.00 2.00
-- Total Q
Wednesday, 03 / 13 / 2013
Weir Structures
[A]
IBl
[C]
[D]
Crest Len (ft)
= 6.28
0.00
0.00
0.00
Crest El. (ft)
= 663.33
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
Multi-Stage
= Yes
No
No
No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00
Elev (ft)
664.20
664.00
663.80
663.60
663.40
663.20
663.00
662.80
662.60
662.40
662.20
16.00
Discharge (cfs)
T1
Hydrograph Report
I
_ Hyd. No. 7
Biofilter C Route
Hydrograph type
= Reservoir Peak discharge
Storm frequency
= 100 yrs Time to peak
Time interval
= 2 min Hyd. volume
Inflow hyd. No.
= 3 - Post -developed Biofilter CMax. Elevation
Reservoir name
= Biofilter C Check Max. Storage
Storage Indication method used.
Q (cfs
12.00
`ft
10.00
M
.-M
alIl
2.00
Biofilter C Route
Hyd. No. 7 --100 Year
Wednesday, 03 / 13 / 2013
= 10.03 cfs
= 718 min
= 20,579 cult
= 652.04 ft
= 4,908 cuft
Q (cfs)
12.00
10.00
It 1
4.00
2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
- Hyd No. 7 Hyd No. 3 1 1 1 1 1 l.a. Total storage used = 4,908 cuft Time (min)
Pond Report 10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Wednesday, 03 / 13 / 2013
Pond No. 5 - Biofilter C Check
Pond Data
L Contours -User-defined contour areas. Conic method used for volume calculation. Begining
Elevation = 650.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft) Incr. Storage (cuft)
Total storage (cult)
0.00 650.00
1,515 0
0
1.00 651.00
2,394 1,938
1,938
2.00 652.00
3,330 2,849
4,787
3.00 653.00
4,323 3,816
8,602
3.05 653.05
4,377 217
8,820
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[PrfRsr]
[Al
[B]
[C]
[D]
Rise (in)
= 18.00
0.00
0.00
0.00
Crest Len (ft)
= 6.28
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
Crest El. (ft)
= 651.42
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft)
= 643.23
0.00
0.00
0.00
Weir Type
= 1
---
---
__-
Length (ft)
= 79.00
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Exfil.(in/hr)
= 0.000 (by
Wet area)
Multi -Stage
= n/a
No
No
No
TW Elev. (ft)
= 0.00
Stage (ft)
4.00
3.00
2.00
1.00
0.00 -' 1
_ISr.r 0.00 2.00
-- Total Q
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
Elev (ft)
654.00
653.00
652.00
651.00
4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 650.00
8 00650.00
Discharge (cfs)
go
Hydrograph Report
11
�`iydraflow Hydrographs Extension for AutoCAlDO Civil 3DO 2013 by Autodesk, Inc. v10
Hyd. No. 8
Biofilter D Rout
Hydrograph type
Storm frequency
= Reservoir Peak discharge
= 100 yrs
Time interval
Time to peak
= 2 min Hyd. volume
Inflow hyd. No.
= 4 - Post -developed Biofilter DMax. Elevation
Reservoir name
= Biofilter D Check Max. Storage
Storage Indication method used.
Q (cfs)
14.00
12.00
10.00
we
. II
4.00
f• M
Biofilter D Rout
Hyd. No. 8 -- 100 Year
Wednesday, 03 / 13 / 2013
= 11.50 cfs
= 718 min
= 22,217 cuft
= 651.97 ft
= 6,213 cuft
Q (cfs)
14.00
12.00
10.00
Off
. II
MIX
10,
0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 15600.00
- Hyd No. 8 - Hyd No. 4 1 1 1 1 1 1 I Total storage used = 6,213 cult Time (min)
i9
Pond Report
12
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. v10
Pond No. 7 - Biofilter D Check
Pond Data
v Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 650.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 650.00 2,473 0 0
1.00 651.00 3,183 2,820 2,820
2.00 652.00 3,971 3,569 6,390
2.97 652.97 4,782 4,239 10,628
Culvert / Orifice Structures
[A]
[B]
[C]
[PrFRsr]
Rise (in)
= 18.00
0.00
0.00
0.00
Span (in)
= 18.00
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Invert El. (ft)
= 642.56
0.00
0.00
0.00
Length (ft)
= 56.00
0.00
0.00
0.00
Slope (%)
= 1.00
0.00
0.00
n/a
N-Value
= .013
.013
.013
n/a
Orifice Coeff.
= 0.60
0.60
0.60
0.60
Multi -Stage
= n/a
No
No
No
yltlNf
Stage (ft)
3.00
2.00
1.00
0.00 , '
0.00 2.00
Total Q
Wednesday, 03 / 13 / 2013
Weir Structures
[A]
[B]
[C]
[D]
Crest Len (ft)
= 6.28
0.00
0.00
0.00
Crest El. (ft)
= 651.28
0.00
0.00
0.00
Weir Coeff.
= 3.33
3.33
3.33
3.33
Weir Type
= 1
---
---
---
Multi-Stage
= Yes
No
No
No
Exfii.(in/hr)
= 0.000 (by
Contour)
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Discharge
4.00 6.00 8.00 10.00 12.00 14.00 16.00
Elev (ft)
653.00
652.00
651.00
-L 650.00
18.00
Discharge (cfs)
Q rk 'NS
O.. RIS
SURVEYORSENGINEERS A PLANNERS A
17 W. Nelson Street • P. 0. Box 1567 27 Green Hill Drive
II�Lexington, Va. 24450 Forest, Virginia 24551
pftlee: 540-464-9001 • Fax: 540.464.5009 Office: 434-525.5985 • Fax: 434-525-5986
ll E-mail: pno@perkins-orrison.com E-mail: pno@perkinsorrison.com
JOB 66/)
SHEET NO. OF
CALCULATED BY r(ey DATE
CHECKED BY
SCALE
DATE
-
O RIS N
r
17 W. Nelson Street • P. 0. Box 1567 27 Green Hill Drive
Lexington, Va. 24450 Forest, Virginia 24551
Ice: 540-464-9001 • Fax: 540-464-5009 Office: 434-525-5985 • Fax: 434-5255
E-mail: pno@perkins-orrison.com E-mall: Dno@Derkins-o son.com
JOB E .tll b(C00
SHEET NO.
CALCULATED BYAA)r,(444
OF
DATE
CHECKED BY
DATE J
SCALE
4E i NS.
O RIS N
IMIRIM
17 W. Nei on Street - P. 0. Box 1567 27 Green Hill Drive
Lexington, Va. 24450 Forest, Virginia 24551
Ice: 540-464-9001 - Fax: 540-464-5009 Off ice: 434-525.5985 - Fax: 434-526-5986
E-mail: pno@perkinsorrfson.com E-mail: pno@perkins-orrison.com
JOB E 6n
bWk
SHEET NO.
CALCULATED BY (
OF
DATE 's
CHECKED BY
DATE
SCALE
p RIS N;
'err; r
17 W. Nelson Street • P. O. Box 1567 27 Green Hill Drive
Lexington, Va. 24450 Forest, Virginia 24551
1ice: 540-464-9001 • Fax: 540-464-5009 Office: 434-525-5965 • Fax: 434-525.6986
E-mail: pno@perkins-orrison.com E-mail: pno@perkins-orrison.com
JOB EdtArA
SHEET NO.
CALCULATED BY �+4 tyI Or 114
CHECKED BY
SCALE
OF
DATE �� f
DATE
OR
Hydraulic Analysis Report
Project Data
Project Title: 12221 Outfall Channels
Designer:
Project Date: Thursday, March 14, 2013
Project Units: U.S. Customary Units
Notes:
Channel Lining Analysis: Biofilter A Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.9 (ft)
Riprap Specific Weight: 165 (lb/ft^3)
Water Specific Weight: 62.4 (lb/ft^3)
Riprap Shape is Angular
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Safety Factor: 1
Calculated Safety Factor: 1.1397
Lining Results
Angle of Repose: 41.7 (degrees)
Relative Flow Depth: 0.189988
Manning's n method: Bathurst
Manning's n: 0.107734
Channel Bottom Shear Results
V*: 1.14472
Reynold's Number: 84655
Shield's Parameter: 0.0757466
shear stress on channel bottom: 2.53939 (lb/ft"2)
Permissible shear stress for channel bottom: 6.21469 (lb/ft^2)
channel bottom is stable
Stable D50: 0.419126 (ft)
Channel Side Shear Results
K1: 0.868
K2: 0.879788
1*01 Kb: 0
shear stress on side of channel: 2.53939 (lb/ft^2)
Permissible shear stress for side of channel: 5.46761 (lb/ft^2)
Stable Side D50: 0.41351 (lb/ft"2)
side of channel is stable
CM
EM
M
Channel Lining Stability Results
the channel is stable
Channel Summary
Report for channel
M
EM
M
cm
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1190 (ft/ft)
Manning's n: 0.1077
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.5000 (cfs)
Result Parameters
Depth: 0.3429 (ft)
Area of Flow: 0.3527 (ft^2)
Wetted Perimeter: 2.1685 (ft)
Average Velocity: 1.4177 (ft/s)
Top Width: 2.0572 (ft)
Froude Number: 0.6034
Critical Depth: 0.2801 (ft)
Critical Velocity: 2.1237 (ft/s)
Critical Slope: 0.3496 (ft/ft)
Critical Top Width: 1.6808 (ft)
Calculated Max Shear Stress: 2.5460 (lb/ft^2)
Calculated Avg Shear Stress: 1.2077 (lb/ft^2)
0
OR
Channel Analysis: Biofilter A 10-year Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.0896 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 2.4000 (cfs)
Result Parameters
Depth: 0.4272 (ft)
Area of Flow: 0.5474 (ft^2)
Wetted Perimeter: 2.7016 (ft)
Average Velocity: 4.3843 (fUs)
Top Width: 2.5630 (ft)
Froude Number: 1.6718
Critical Depth: 0.5247 (ft)
Critical Velocity: 2.9064 (ft/s)
Critical Slope: 0.0299 (ft/ft)
Critical Top Width: 3.1479 (ft)
Calculated Max Shear Stress: 2.3883 (lb/ft^2)
Calculated Avg Shear Stress: 1.1329 (lb/ft"2)
Lim
Channel Lining Analysis: Biofilter B Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.9 (ft)
Riprap Specific Weight: 165 (lb/ft^3)
Water Specific Weight: 62.4 (lb/ft^3)
Riprap Shape is Angular
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Safety Factor: 1
Calculated Safety Factor: 1.04521
Lining Results
Angle of Repose: 41.7 (degrees)
Relative Flow Depth: 0.0700862
Manning's n method: Bathurst
Manning's n: 0.201682
Channel Bottom Shear Results
V*: 0.73586
Reynold's Number: 54418.6
Shield's Parameter: 0.056282
shear stress on channel bottom: 1.04935 (lb/ft^2)
Permissible shear stress for channel bottom: 5.18562 (lb/ft^2)
channel bottom is stable
Stable D50: 0.190356 (ft)
Channel Side Shear Results
K1: 0.868
K2: 0.879788
Kb: 1.05
shear stress on side of channel: 1.04935 (lb/ft^2)
Permissible shear stress for side of channel: 4.56225 (lb/ft^2)
Stable Side D50: 0.187805 (lb/ft^2)
side of channel is stable
qD
CM
Channel Bend Shear Results
Curvature Radius: 10 (ft)
No further correction will occur once R/T > 10
shear stress on bottom of channel in bend: 1.10182 (lb/ft^2)
bottom of bend of the channel is stable
Length of Protection beyond PT: 0.111339 (ft)
Additional Freeboard required because of Superelevation: 0.000412809 (ft)
Channel Bend Side Shear Results
shear stress on side of channel in bend: 0.956376 (lb/ft^2)
The side of the bend of the channel is stable
Channel Lining Stability Results
the channel is stable
Channel Summary
Report for channel
M
M
qI
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1333 (ft/ft)
Manning's n: 0.2017
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.0200 (cfs)
Result Parameters
Depth: 0.1270 (ft)
Area of Flow: 0.0484 (ft^2)
Wetted Perimeter: 0.8032 (ft)
Average Velocity: 0.4134 (ft/s)
Top Width: 0.7620 (ft)
Froude Number: 0.2891
Critical Depth: 0.0773 (ft)
Critical Velocity: 1.1156 (ft/s)
Critical Slope: 1.8819 (ft/ft)
Critical Top Width: 0.4638 (ft)
Calculated Max Shear Stress: 1.0563 (Ib/ft^2)
Calculated Avg Shear Stress: 0.5011 (lb/ft^2)
cm
cm
Channel Analysis: Biofilter B 10-year Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1070 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.5100 (cfs)
Result Parameters
Depth: 0.2312 (ft)
Area of Flow: 0.1603 (ft^2)
Wetted Perimeter: 1.4620 (ft)
Average Velocity: 3.1816 (ft/s)
Top Width: 1.3869 (ft)
Froude Number: 1.6492
Critical Depth: 0.2824 (ft)
Critical Velocity: 2.1322 (ft/s)
Critical Slope: 0.0368 (ft/ft)
Critical Top Width: 1.6942 (ft)
Calculated Max Shear Stress: 1.5434 (lb/ft^2)
Calculated Avg Shear Stress: 0.7321 (lb/ft^2)
n
1B
cm
Channel Lining Analysis: Biofilter C Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.9 (ft)
Riprap Specific Weight: 165 (lb/ft^3)
Water Specific Weight: 62.4 (lb/ft"3)
Riprap Shape is Angular
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Safety Factor: 1
Calculated Safety Factor: 1.11354
Lining Results
Angle of Repose: 41.7 (degrees)
Relative Flow Depth: 0.165381
Manning's n method: Bathurst
Manning's n: 0.123713
Channel Bottom Shear Results
V': 1.0315
Reynold's Number: 76281.6
Shield's Parameter: 0.0703563
shear stress on channel bottom: 2.06188 (lb/ft^2)
Permissible shear stress for channel bottom: 5.9743 (lb/ft^2)
channel bottom is stable
Stable D50: 0.345879 (ft)
Channel Side Shear Results
K1: 0.868
K2: 0.879788
Kb: 0
shear stress on side of channel: 2.06188 (lb/ft^2)
Permissible shear stress for side of channel: 5.25612 (lb/ft^2)
Stable Side D50: 0.341244 (lb/ft^2)
side of channel is stable
0
CM
Channel Lining Stability Results
the channel is stable
Channel Summary
Report for channel
on
OR
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1110 (ft/ft)
Manning's n: 0.1237
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.2900 (cfs)
Result Parameters
Depth: 0.2983 (ft)
Area of Flow: 0.2669 (ft"2)
Wetted Perimeter: 1.8864 (ft)
Average Velocity: 1.0866 (ft/s)
N..- Top Width: 1.7896 (ft)
Froude Number: 0.4958
Critical Depth: 0.2253 (ft)
Critical Velocity: 1.9045 (ft/s)
Critical Slope: 0.4957 (ft/ft)
Critical Top Width: 1.3518 (ft)
Calculated Max Shear Stress: 2.0659 (lb/ft^2)
Calculated Avg Shear Stress: 0.9800 (lb/ft^2)
qt0
CR
Channel Analysis: Biofilter C 10-year Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1110 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 1.3700 (cfs)
Result Parameters
Depth: 0.3325 (ft)
Area of Flow: 0.3318 (ft^2)
Wetted Perimeter: 2.1032 (ft)
Average Velocity: 4.1296 (ft/s)
Top Width: 1.9953 (ft)
Froude Number: 1.7847
Critical Depth: 0.4193 (ft)
Critical Velocity: 2.5981 (ft/s)
Critical Slope: 0.0323 (ft/ft)
Critical Top Width: 2.5155 (ft)
Calculated Max Shear Stress: 2.3033 (lb/ft^2)
Calculated Avg Shear Stress: 1.0926 (lb/ft"2)
q7
I
Channel Lining Analysis: Biofilter D Channel Lining Design Analysis
Notes:
Lining Input Parameters
Channel Lining Type: Riprap, Cobble, or Gravel
D50: 0.9 (ft)
Riprap Specific Weight: 165 (lb/ft^3)
Water Specific Weight: 62.4 (lb/ft^3)
Riprap Shape is Angular
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Safety Factor: 1
Calculated Safety Factor: 1.12274
Lining Results
Angle of Repose: 41.7 (degrees)
Relative Flow Depth: 0.158419
Manning's n method: Bathurst
Manning's n: 0.116863
Channel Bottom Shear Results
V*: 1.07133
Reynold's Number: 79227.3
Shield's Parameter: 0.0722526
shear stress on channel bottom: 2.22421 (lb/ft^2)
Permissible shear stress for channel bottom: 6.02267 (lb/ft^2)
channel bottom is stable
Stable D50: 0.373171 (ft)
Channel Side Shear Results
K1: 0.868
K2: 0.879788
Kb: 0
shear stress on side of channel: 2.22421 (lb/ft^2)
Permissible shear stress for side of channel: 5.29868 (lb/ft^2)
Stable Side D50: 0.368171 (lb/ft^2)
side of channel is stable
Om
ii
r
9M
Channel Lining Stability Results
the channel is stable
Channel Summary
Report for channel
l
CM
qq
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1250 (ft/ft)
Manning's n: 0.1169
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.2900 (cfs)
Result Parameters
Depth: 0.2855 (ft)
Area of Flow: 0.2446 (ft^2)
Wetted Perimeter: 1.8059 (ft)
Average Velocity: 1.1857 (ft/s)
Top Width: 1.7132 (ft)
Froude Number: 0.5530
Critical Depth: 0.2253 (ft)
Critical Velocity: 1.9045 (ft/s)
Critical Slope: 0.4424 (ft/ft)
Critical Top Width: 1.3518 (ft)
Calculated Max Shear Stress: 2.2272 (lb/ft^2)
Calculated Avg Shear Stress: 1.0564 (lb/ft"2)
Channel Analysis: Biofilter D 10-year Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1110 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap - 150 mm (6-inch)
Flow: 1.7600 (cfs)
Result Parameters
M
M
Hydraulic Analysis Report
Project Data
Project Title: 12221 Oulet Protection
Designer:
Project Date: Tuesday, March 19, 2013
Project Units: U.S. Customary Units
Notes:
Riprap Analysis: OP1 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 3.15 (cfs)
Culvert Diameter: 1.25 (ft)
Normal Depth in Culvert: 0.382 (ft)
Tailwater Depth: 0.5 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.5 (ft)
Culvert Diameter Used in Computations: 0.816 (ft)
Computed D50: 2.87342 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 5 (ft)
' Apron Depth: 1.75 (ft)
Apron Width (at end): 5.78133 (ft)
lot
No channel used in calculations
In
on
ioZ
M
Riprap Analysis: OP2 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 1.46 (cfs)
Culvert Diameter: 1.25 (ft)
Normal Depth in Culvert: 0.405 (ft)
Tailwater Depth: 0.5 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.5 (ft)
Culvert Diameter Used in Computations: 0.8275 (ft)
Computed D50: 1.01162 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 5 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 5.81583 (ft)
No channel used in calculations
cm
ib3
M
Riprap Analysis: OP3 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 2.4 (cfs)
Culvert Diameter: 1.5 (ft)
Normal Depth in Culvert: 0.405032 (ft)
Tailwater Depth: 0.405 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.405 (ft)
Culvert Diameter Used in Computations: 0.952516 (ft)
Computed D50: 2.0085 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 6 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 6.85755 (ft)
Report for channel
on
Ibq
OR
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1190 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap - 150 mm (6-inch)
Flow: 2.4000 (cfs)
Result Parameters
Depth: 0.4050 (ft)
Area of Flow: 0.4922 (ft^2)
Wetted Perimeter: 2.5616 (ft)
Average Velocity: 4.8765 (ft/s)
Top Width: 2.4302 (ft)
Froude Number: 1.9096
Critical Depth: 0.5247 (ft)
Critical Velocity: 2.9064 (ft/s)
Critical Slope: 0.0299 (ft/ft)
Critical Top Width: 3.1479 (ft)
Calculated Max Shear Stress: 3.0076 (lb/ft^2)
Calculated Avg Shear Stress: 1.4266 (lb/ft"2)
No channel used in calculations
cm
105
M
Riprap Analysis: OP4 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 1.44 (cfs)
Culvert Diameter: 0.833 (ft)
Normal Depth in Culvert: 0.492 (ft)
Tailwater Depth: 0.492 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.492 (ft)
Culvert Diameter Used in Computations: 0.6625 (ft)
Computed D50: 1.35772 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
*ftw Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 3.332 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 4.20883 (ft)
No channel used in calculations
En
Into
in
Riprap Analysis: OP6 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 0.51 (cfs)
Culvert Diameter: 1.5 (ft)
Normal Depth in Culvert: 0.221824 (ft)
Tailwater Depth: 0.222 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.344365 (ft)
Culvert Diameter Used in Computations: 0.860912 (ft)
Computed D50: 0.342771 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 6 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 6.58274 (ft)
Report for channel
cm
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1333 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 0.5100 (cfs)
Result Parameters
Depth: 0.2218 (ft)
Area of Flow: 0.1476 (ft^2)
Wetted Perimeter: 1.4029 (ft)
Average Velocity: 3.4549 (ft/s)
Top Width: 1.3309 (ft)
Froude Number: 1.8282
Critical Depth: 0.2824 (ft)
Critical Velocity: 2.1322 (ft/s)
Critical Slope: 0.0368 (ft/ft)
Critical Top Width: 1.6942 (ft)
Calculated Max Shear Stress: 1.8451 (lb/ft^2)
Calculated Avg Shear Stress: 0.8752 (lb/ft^2)
No channel used in calculations
Irn4
OR
Riprap Analysis: OP6 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 4.5 (cfs)
Culvert Diameter: 1.25 (ft)
Normal Depth in Culvert: 0.444 (ft)
Tailwater Depth: 0.444 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.444 (ft)
Culvert Diameter Used in Computations: 0.847 (ft)
Computed D50: 4.95371 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 5 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 5.87433 (ft)
No channel used in calculations
fM
cm
Riprap Analysis: OP7 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 1.37 (cfs)
Culvert Diameter: 1.5 (ft)
Normal Depth in Culvert: 0.332543 (ft)
Tailwater Depth: 0.333 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.366509 (ft)
Culvert Diameter Used in Computations: 0.916271 (ft)
Computed D50: 1.10676 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 6 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 6.74881 (ft)
Report for channel
llh
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1110 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 1.3700 (cfs)
Result Parameters
Depth: 0.3325 (ft)
Area of Flow: 0.3318 (ft^2)
Wetted Perimeter: 2.1032 (ft)
Average Velocity: 4.1296 (ft/s)
Top Width: 1.9953 (ft)
Froude Number: 1.7847
Critical Depth: 0.4193 (ft)
Critical Velocity: 2.5981 (ft/s)
Critical Slope: 0.0323 (ft/ft)
Critical Top Width: 2.5155 (ft)
Calculated Max Shear Stress: 2.3033 (lb/ft^2)
Calculated Avg Shear Stress: 1.0926 (lb/ft^2)
No channel used in calculations
CM
Im
Riprap Analysis: OP8 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 5.26 (cfs)
Culvert Diameter: 1.25 (ft)
Normal Depth in Culvert: 0.694 (ft)
Tailwater Depth: 0.694 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.694 (ft)
Culvert Diameter Used in Computations: 0.972 (ft)
Computed D50: 3.24794 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 5 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 6.24933 (ft)
No channel used in calculations
117
Riprap Analysis: OP9 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 0.72 (cfs)
Culvert Diameter: 0.667 (ft)
Normal Depth in Culvert: 0.37 (ft)
Tailwater Depth: 0.37 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.37 (ft)
Culvert Diameter Used in Computations: 0.5185 (ft)
Computed D50: 0.993385 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 2.668 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 3.33417 (ft)
No channel used in calculations
Riprap Analysis: OP10 Riprap Analysis
Notes:
Input Parameters
Riprap Type: Culvert Outlet Protection
Flow: 1.76 (cfs)
W
Culvert Diameter: 1.5 (ft)
Normal Depth in Culvert: 0.35725 (ft)
Tailwater Depth: 0.357 (ft)
If tailwater is unknown, use 0.4D
flow is supercritical
Result Parameters
Tailwater Depth Used in Computations: 0.37145 (ft)
Culvert Diameter Used in Computations: 0.928625 (ft)
Computed D50: 1.49809 (in)
Riprap shape is used with D50 to compute the angle of repose (See HEC-15, Figure 6.1)
Riprap Class
Riprap Class I
Median Particle Diameter: 6 (in)
The following values are an 'average' of the size fraction range for the selected riprap class
d15: 4.45 (in)
d50: 6.3 (in)
d85: 8.5 (in)
d100: 12 (in)
Layout Recommendations
Apron Length: 6 (ft)
Apron Depth: 1.75 (ft)
Apron Width (at end): 6.78587 (ft)
Report for channel
114
I
Channel Analysis: Channel Analysis
Notes:
Input Parameters
Channel Type: Triangular
Side Slope 1 (Z1): 3.0000 (ft/ft)
Side Slope 2 (Z2): 3.0000 (ft/ft)
Longitudinal Slope: 0.1250 (ft/ft)
Manning's n: 0.0350
Lining Type: Rock Riprap -150 mm (6-inch)
Flow: 1.7600 (cfs)
Result Parameters
Depth: 0.3572 (ft)
Area of Flow: 0.3829 (ft^2)
Wetted Perimeter: 2.2594 (ft)
Average Velocity: 4.5967 (ft/s)
Top Width: 2.1435 (ft)
Froude Number: 1.9167
Critical Depth: 0.4634 (ft)
Critical Velocity: 2.7315 (ft/s)
Critical Slope: 0.0312 (ft/ft)
Critical Top Width: 2.7806 (ft)
Calculated Max Shear Stress: 2.7865 (lb/ft^2)
Calculated Avg Shear Stress: 1.3218 (lb/ft^2)
No channel used in calculations
11;